Loading...
HomeMy WebLinkAboutStormwater Calculations PH 13417 SHERMAN DR, BEECH GROVE, IN 46107 // 317.780.1555 // CROSSROADENGINEERS.COM Stormwater Calculations Magnolia Condominiums (Phase 1) 126th St. & Rangeline Rd. Carmel, IN Submitted: January 15, 2021 Revised: March 19, 2021 Prepared by: CrossRoad Engineers, PC 3417 Sherman Dr. Beech Grove, IN 46107 Phone No.: (317) 780-1555 Fax No.: (317) 780-6525 Email: info@crossroadengineers.com REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 2 of 19 Table of Contents Section 1: Stormwater Summary ........................................................................................ 4 A. Project Summary .......................................................................................................... 4 B. Existing Conditions ...................................................................................................... 4 C. Redevelopment Conditions ....................................................................................... 5 D. Stormwater System Design ....................................................................................... 5 E. Analysis Methodology .................................................................................................... 6 Section 2: Hydrologic Modeling .......................................................................................... 7 A. Weighted Runoff Coefficient Calculations: ............................................................ 7 Existing Conditions ..................................................................................................................................... 7 Redevelopment Conditions....................................................................................................................... 7 B. Hydrologic Modeling Runoff Summary: ................................................................. 7 Existing Conditions ..................................................................................................................................... 7 Redevelopment Conditions....................................................................................................................... 8 Basin Allowable Discharge ........................................................................................................................ 8 Section 3: Stormwater Detention Design ......................................................................... 9 Proposed Outlet Structures ...................................................................................................................... 9 Routed Storm Hydrograph Results .......................................................................................................... 9 Emergency Spillway ................................................................................................................................... 9 Section 4: Water Quality Design ....................................................................................... 11 1st BMP: Isolator Rows ............................................................................................................................ 11 2nd BMP: Contech Cascade Hydrodynamic Separator Unit ............................................................... 12 WQ Curve Number Calculations – Basin “P-E” .................................................................................... 12 Section 5: Storm Sewer Pipe & Storm Inlet/Grate Design ......................................... 13 Storm Sewer Summary ............................................................................................................................ 13 Downstream Capacity Analysis .............................................................................................................. 13 Storm Inlet Grate Summary .................................................................................................................... 13 Storm Inlet Capacity Summary............................................................................................................... 13 Appendix ‘A’: Stormwater Exhibits .................................................................................. 15 Exhibit 1: Vicinity & Location Maps ........................................................................................................ 15 Exhibit 2: Existing Conditions Watershed Map .................................................................................... 15 Exhibit 3: Redeveloped Conditions Watershed Map ........................................................................... 15 Exhibit 4: Detention Basin Layout & Details ......................................................................................... 15 Exhibit 5: WQ Treatment Details ............................................................................................................ 15 Exhibit 5A: WQ Treatment Details .......................................................................................................... 15 Exhibit 6: Inlet Basin Watershed Map ................................................................................................... 15 Exhibit 7: Inlet Clogging Conditions Map ............................................................................................. 15 REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 3 of 19 Appendix ‘B’: Existing Conditions Model ........................................................................ 16 Appendix ‘C’: Redevelopment Conditions Model ......................................................... 17 Appendix ‘D’: WQ Model Analysis Results ...................................................................... 18 Appendix ‘E’: Storm Sewer Pipe & Inlet/Grate Calculations ...................................... 19 REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 4 of 19 Section 1: Stormwater Summary A. Project Summary The proposed project consists of a mixed-used subdivision containing six (6) condominiums with five (5) residential units each and an apartment building to be known as the Magnolia development. The project site is located near the southeast corner of the Rangeline Road and 126th Street roundabout in Carmel, Indiana (see Exhibit 1: Vicinity and Location Maps). Infrastructure including asphalt drives and parking areas, storm sewers, sanitary sewer laterals, domestic and fire suppression water services and other required utilities will be constructed with the development. Privately maintained and operated underground detention systems will also be constructed with this project. Construction of the proposed development will be completed in multiple phases. Phase 1 will include construction of condominiums #1, 2, 4 and 6 and the associated underground detention system; as well as, mass earthwork and rough grading for condominiums #3 and 5. Phases 2A and 2B will include construction of condominiums #3 and 5, the apartment building and an underground detention basin to be located on Block ‘A’. The stormwater calculations included herein apply only to Phase 1 of the development. Detailed calculations for Phase 2, including but not limited to; inlet grate capacity, gutter spread, pipe capacity, runoff, detention and water quality calculations, will be submitted for review and approval in the future. B. Existing Conditions The existing site consists of a fully developed commercial property, a vacant residential parcel and two (2) residential parcels totaling approximately 3.02 acres. The proposed condominiums will be located on the existing residential parcels while the future apartment building will be located on the existing commercial property. By graphic plotting, the project site lies within Zone ‘X’ (areas of 0.2% annual chance flood) as plotted on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) for Hamilton County, Indiana, Community Panel No. 18057C0207G, which bears an effective date of November 19, 2014. Under existing conditions, runoff from the eastern portion of the site (basin “EX-E”) sheet flows east towards a shallow roadside swale on the west side of Pawnee Road. Said swale conveys runoff south along the road to an existing beehive inlet and 12” storm sewer. The 12” storm sewer connects to a newer 27” storm sewer trunk line on the south side of Winona Drive which was installed as a part of the City of Carmel Board of Public Works & Safety’s “Auman and Newark Neighborhood Improvements Project” in 2015. Runoff from western portion of the site is conveyed to the existing storm sewer along Rangeline Road via storm sewers located within the fully developed commercial property. All runoff from the existing site is ultimately conveyed southwest via the existing storm sewer network to the City’s proposed regional detention pond located near Carmel Drive and Monon Trail. For the purposes of this report, only the eastern portion of the site (basin “EX-E”) included within the Phase 1 development limits has been analyzed. REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 5 of 19 Please see Exhibit 2: Existing Conditions Watershed Map in Appendix ‘A’ for the existing watershed delineation. C. Redevelopment Conditions As indicated above, the proposed project consists of a mixed-used subdivision containing six (6) condominiums with five (5) residential units each and an apartment building. Construction of the development will be completed in multiple phases. Phase 1 will include construction of condominiums #1, 2, 4 and 6 and the associated underground detention system; as well as, mass earthwork and rough grading for condominiums #3 and 5. Phases 2A and 2B will include construction of condominiums #3 and 5, the apartment building and an underground detention basin to be located on Block ‘A’. The enclosed stormwater calculations apply only to Phase 1 of the development. Detailed calculations for Phase 2, including but not limited to; inlet grate capacity, gutter spread, pipe capacity, runoff, detention and water quality calculations, will be submitted for review and approval in the future. As with the existing conditions, runoff from Phase 1 in the eastern portion of the site (basins “P-E- DD” and “P-E”) will be conveyed to the existing storm sewer along Pawnee Road. Runoff from future phases in the west portion will be conveyed to the existing storm sewer along Rangeline Road. Ultimately, all runoff from the site under redevelopment conditions will be conveyed to the existing Rangeline Road storm sewer. It is our understanding that the City has hired VS Engineering to prepare detention calculations and construction plans for a detention pond near Carmel Drive and the Monon Trail which will provide regional detention for the entire upstream watershed including the proposed Magnolia development. Given the City’s intent to provide regional detention downstream, the developer respectfully requests approval to redevelop the Magnolia site assuming a “no net increase” in runoff from the existing conditions to the redevelopment conditions. In order to do so, underground detention systems will be designed and constructed as shown in the enclosed calculations and plans. Stormwater quality treatment will be provided by a Cascade hydrodynamic separator as manufactured by Contech; as well as, isolator rows in the underground detention chamber system. It should be noted that due to the underground detention basin having multiple inlet locations, the hydrodynamic separator is located downstream of the detention system. The storm manholes immediately upstream of the isolator rows will be equipped with elevation manifold connections to the chambers to provide a bypass for storm events producing runoff in excess of the water quality treatment volume. D. Stormwater System Design As discussed above, the developer is requesting approval of a detention system designed under a “no net increase” policy as follows: Overall Allowable Release Rates: Redeveloped 2-yr ≤ Existing 2-yr Redeveloped 10-yr ≤ Existing 10-yr Redeveloped 100-yr ≤ Existing 100-yr REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 6 of 19 In accordance with the City of Carmel Stormwater Technical Standards Manual (STSM), water quality treatment will be provided by two (2) BMPs which will consist of isolator rows in the underground detention system and a Contech Cascade hydrodynamic separator. Furthermore, the proposed storm sewer system has been designed to convey runoff from the 10- year storm event via gravity flow. Inlets/grates were designed and placed so that the depth of ponding above the grate does not exceed the top of curb or adjacent building finished floor/MLAG. E. Analysis Methodology The hydrologic runoff, stormwater detention and water quality analysis were completed using the 2018 version of the Hydraflow Hydrograph Extension for Autodesk Civil 3D. In accordance with the City of Carmel STSM, the Modified Rational method was used to calculate unit hydrographs for the runoff and detention calculations. Rainfall intensities for the 2-yr, 10-yr and 100-yr return periods and appropriate durations were selected from Table 201-2 in the manual. Composite runoff coefficients were calculated based on the applicable surface cover and coefficients selected from Table 201-1 in the manual. For storm sewer design, the Rational Method was used to calculate the runoff resulting from the 10- year and 100-year storm events. Manning’s Equation was used to determine the storm sewer pipe size and slope necessary to convey runoff from the 10-year storm event via gravity flow. The weir and orifice equations were utilized to calculate the actual ponding depth resulting from the 10-year and 100-year storm events. REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 7 of 19 Section 2: Hydrologic Modeling All stormwater runoff and detention calculations were completed using Hydraflow Hydrograph Extension for Autodesk Civil 3D software. Unless noted otherwise, the Rational Method was utilized to calculate the runoff for direct discharge areas. The Modified Rational Method was utilized to calculate the peak detention volume. Hydraflow utilizes the user defined Intensity Duration Frequency data, which was obtained from Table 201-2, to calculate the peak detention volume using an iterative calculation. The following weighted runoff coefficients were entered for each watershed basin. A. Weighted Runoff Coefficient Calculations: Existing Conditions Table 1 Existing Conditions Runoff Coefficient Calculations – “EX-E” Land Use Description Runoff Coefficient Cover Area Overall Weighted C Impervious 0.85 0.87 ac. 0.52 Roof 0.90 0.58 ac. Gravel 0.85 0.04 ac. Open Space 0.20 1.61 ac. Redevelopment Conditions Table 2 Redevelopment Conditions Runoff Coefficient Calculations – “P-E” Land Use Description Runoff Coefficient Cover Area Overall Weighted C Impervious 0.85 0.57 ac. 0.79 Roof 0.90 0.49 ac. Open Space 0.20 0.15 ac. Table 3 Redevelopment Conditions Runoff Coefficient Calculations – “P-E-DD” Land Use Description Runoff Coefficient Cover Area Overall Weighted C Impervious 0.85 0.09 ac. 0.47 Open Space 0.20 0.13 ac. B. Hydrologic Modeling Runoff Summary: Existing Conditions The following table (Table 4) summarizes the runoff rates (cfs) resulting from the hydrologic modeling of the watershed in the existing condition. Refer to Appendix ‘B’ for the storm event analysis results. REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 8 of 19 Table 4 Existing Conditions Runoff Rate Summary Return Period (years) Sub “EX-E” 2 1.412 cfs 10 1.867 cfs 100 2.780 cfs Redevelopment Conditions The following table (Table 5) summarizes the runoff rates (cfs) resulting from the hydrologic modeling of the watersheds in the redevelopment conditions. Refer to Appendix ‘C’ for the storm event analysis results. Table 5 Redeveloped Conditions Runoff Rate Summary Return Period (years) Sub “P-E” Sub “P-E-DD” 2 4.277 cfs 0.478 cfs 10 5.655 cfs 0.633 cfs 100 8.430 cfs 0.943 cfs Basin Allowable Discharge As indicated in Section 1, the developer is requesting approval of a system designed utilizing a “no net increase” policy. As such, the allowable release rates from Phase 1 under redevelopment conditions would be as follows: Overall Allowable Release Rates: Redeveloped 2-yr ≤ Existing 2-yr = 1.412 cfs Redeveloped 10-yr ≤ Existing 10-yr = 1.867 cfs Redeveloped 100-yr ≤ Existing 100-yr = 2.780 cfs In order to meet a no net increase scenario while accounting for the proposed direct discharge from subbasin “P-E-DD”, the underground detention system will be designed such that the release rates will not exceed the following: Detention Basin Allowable Release Rates: Redeveloped 2-yr ≤ Ex 2-yr – “P-E-DD” 2-yr = 1.412 – 0.478 cfs = 0.934 cfs Redeveloped 10-yr ≤ Ex 10-yr – “P-E-DD” 10-yr = 1.867 – 0.633 cfs = 1.234 cfs Redeveloped 100-yr ≤ Ex 100-yr – “P-E-DD” 100-yr = 2.780 – 0.943 cfs = 1.837 cfs REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 9 of 19 Section 3: Stormwater Detention Design As indicated in Section 2, the underground detention system in Phase 1 will be designed such that the release rates will not exceed the following: Detention Basin Allowable Release Rates: Redeveloped 2-yr ≤ Ex 2-yr – “P-E DD” 2-yr = 1.412 – 0.478 cfs = 0.934 cfs Redeveloped 10-yr ≤ Ex 10-yr – “P-E DD” 10-yr = 1.867 – 0.633 cfs = 1.234 cfs Redeveloped 100-yr ≤ Ex 100-yr – “P-E DD” 100-yr = 2.780 – 0.943 cfs = 1.837 cfs Redeveloped Peak Inflow Rates (see Section 2: Hydrologic Modeling Calculations): Basin “P-E”: Q2 = 4.277 cfs Q10 = 5.655 cfs Q100 = 8.430 cfs Proposed Outlet Structures (see Appendix C for routed storm information) The proposed outlet structure (Str. No. 9) is a type ‘C’ storm manhole with a flat top cover, 4” casting and 12” diameter reinforced concrete outlet pipe at an invert elevation of 836.75 ft. The manhole shall include a steel weir plate for controlling the release rates. The weir plate will include a 5.5” diameter orifice at an invert elevation of 836.75 to control the release rate of runoff from all storm events. Routed Storm Hydrograph Results (see Appendix C for routed storm information): Peak 2-yr Redevelopment Discharge Rate = 0.845 cfs ≤ 0.934 cfs (allowable) Peak Water Surface Elev. = 838.54 < 840.45 (top of weir plate) Peak 10-yr Redevelopment Discharge Rate = 1.018 cfs ≤ 1.234 cfs (allowable) Peak Water Surface Elev. = 839.09 < 840.45 (top of weir plate) Peak 100-yr Redevelopment Discharge Rate = 1.344 cfs ≤ 1.837 cfs (allowable) Peak Water Surface Elev. = 840.40 < 840.45 (top of weir plate) Emergency Spillway In addition to controlling release rates, the outlet structure and weir plate will also function as the emergency spillway for the underground detention system. The sharp crested weir emergency spillway was designed to convey 1.25 times the peak runoff 100-year storm event inflow to the detention system. Below are calculations for the emergency spillway: H = [(1.25 x Q100) / (Cd x L)]2/3 Where: H = max. head over weir Q100 = 8.430 cfs (see “Redeveloped Peak Flow Rates” above) Cd = 3.33 (weir coefficient) Length of Weir, L = 5 ft. (manhole diameter) REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 10 of 19 H = [(1.25 x 8.43 cfs) / (3.33 x 5 ft.)]2/3 = 0.74 ft. Top of Weir Plate Elev. = 840.45 Min. Freeboard = 1 ft. Min. Bottom of Precast Manhole Cap = 840.45 + 0.74’ (H) + 1.00’ (freeboard) = 842.19 Min. Casting Rim Elev. = 842.19 + 0.67’ (cap) + 0.33’ (casting) = 843.19 < 843.49 (proposed rim elev.) Please refer to Appendix ‘A’ for Exhibit 5: Detention Basin Layout & Details and Appendix ‘C’ for the critical storm routing analysis results. REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 11 of 19 Section 4: Water Quality Design Per the Carmel STSM, stormwater quality requirements must be satisfied by the proposed development. The City of Carmel requires all developments to have a minimum of two (2) post construction BMPs. As such, the Magnolia development shall utilize isolator rows in the underground detention systems and a hydrodynamic separator. All inlets to the detention basins will be discharged into isolator rows for initial treatment which will provide settling and filtration of sediment as storm water passes through the filter fabric wrapped chambers. The filtered sediment will be captured by the isolator rows and will protect the storage areas of the adjacent chambers and stone storage from the accumulated sediment. The pre-treated stormwater discharge will then be routed to a proposed hydrodynamic separator to complete the treatment train. Please refer to Appendix ‘A’ for Exhibits 5 and 5A: WQ Basin Watershed Map & Details. 1st BMP: Isolator Rows The isolator rows have been sized to treat the required water quality flowrate based on the areas that are being conveyed at each inlet into the underground detention system. Each isolator row will contain a sumped structure at the inlet into the row and a 10” maintenance port at the opposite end which will provide maintenance access. Each of the sumped inlet structures will include a 24-inch diameter HDPE pipe connected to the end cap of the isolator row and a 12-inch diameter HDPE pipe header row/manifold which will be elevated to bypass the isolator rows in cases where the flow rates into the system exceed the required water quality flow rate. The information below summarizes the water quality flow rate entering each isolator row and the depth of flow in the 24-inch HDPE outlet pipe which was utilized to establish the invert elevation of elevated bypass manifolds for each structure. Refer to Appendix ‘D’ for the water quality storm event analysis results and pipe flow depth/bypass weir height calculations:  Str #12: Total Watershed Area = 0.07 Ac. Total Impervious Area = 0.07 Ac. % Impervious = (0.07 ac. / 0.07 ac.) x 100 = 100% CNWQ = 100 (per Exhibit 701-1 of the STSM) Tc = 5.00 min.  Water Quality Flow Rate = 0.096 cfs  Actual Depth in 24” HDPE Pipe @ 0.22% (n = 0.012) = 0.14 ft.  Str #14: Total Watershed Area = 0.85 Ac. Total Impervious Area = 0.72 Ac. % Impervious = (0.72 ac. / 0.85 ac.) x 100 = 84.7% CNWQ = 99 (per Exhibit 701-1 of the STSM) Tc = 5.00 min.  Water Quality Flow Rate = 1.228 cfs  Actual Depth in 24” HDPE Pipe @ 0.40% (n = 0.012) = 0.38 ft. REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 12 of 19 2nd BMP: Contech Cascade Hydrodynamic Separator Unit Due to the site layout, there are multiple inlet locations into the underground chambers. As a result, the hydrodynamic separator will be installed downstream of the detention system. Since it’s located downstream of the detention system, the unit must be sized for either the post-detained flows from the detention system or the water quality treatment flow rate, whichever is larger. Per Section 3 of this report, the peak post-detained outflow from the detention system, which will occur during the 100-year event, is 1.344 cfs. In accordance with Chapter 700 of the STSM, the water quality treatment rate for flow through BMPs shall be determined based on the water quality curve number (CNWQ), treatment area and time of concentration utilizing the SCS Type II distribution for a 1-inch rainfall event in 24-hours. Table 6 below summarizes the hydrograph input data. Refer to Appendix ‘D’ for the water quality storm event analysis results and pipe flow depth/bypass weir height calculations: WQ Curve Number Calculations – Basin “P-E” Total WQ Treatment Watershed Area = 1.17 ac. Total Impervious Area = 1.06 ac. % Impervious = (1.06 ac. / 1.17 ac.) x 100 = 90.6% CNWQ = 98 (per Exhibit 701-1 of the STSM) Tc = 5.00 min. Table 6 Water Quality Treatment Rates Watershed Watershed Area (ac.) Curve Number Required Treatment Rate (cfs) Proposed Unit Max. Treatment Flow Rate (cfs) “P-E” 1.17 ac. 98 1.587 cfs CS-4 1.80 cfs In accordance with Carmel requirements, the City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide was used to determine the appropriate unit size. As shown in Table 6, a Cascade CS- 4 hydrodynamic separator, as manufactured by Contech, meets both the water quality treatment rate (1.587 cfs) and peak post-detained 100-year detention basin outflow rate (1.344 cfs) requirements for the proposed watershed area. As such, the proposed unit provides sufficient removal of sediment and floatables prior to runoff entering the storm sewer along Pawnee Road. As shown on the construction plans, the Cascade unit (Str. No. 7) will be installed in an off-line configuration with a water quality diversion manhole (Str. No. 8) located upstream of the unit to allow runoff from storm events exceeding the 100-year storm to be bypassed directly into the downstream storm sewer network. As with the isolator row bypass manifolds, Str. No. 8 will include an elevated outlet pipe functioning as the bypass. Refer to Appendix ‘D’ for the water quality storm event analysis results and pipe flow depth/bypass weir height calculations:  Str #8: Max. Unit Treatment Flow Rate = 1.80 cfs Actual Depth in 12” RCP @ 0.67% (n = 0.013) = 0.57 ft. REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 13 of 19 Section 5: Storm Sewer Pipe & Storm Inlet/Grate Design Storm Sewer Summary The proposed storm sewer network is designed to accommodate a 10-year storm event. The Rational Method was used to perform the runoff and storm sewer pipe sizing calculations. The Hydraflow Storm Sewers Extension for AutoCAD Civil3D was utilized to calculate the 10-year HGL. Please refer to Appendix ‘A’ for Exhibit 6: Inlet Basin Watershed Map and Appendix ‘E’ for the time of concentration, composite runoff coefficient and 10-year storm event pipe sizing calculations. Downstream Capacity Analysis Using the routed hydrograph results above and the runoff rates for subbasin “P-E-DD” in Table 5, the total discharge rates from the site under redevelopment conditions in Phase 1 are as follows: Total Redeveloped 2-yr = Routed Q2 + “P-E DD” 2-yr = 0.845 + 0.478 cfs = 1.323 cfs Total Redeveloped 10-yr = Routed Q10 + “P-E DD” 10-yr = 1.018 + 0.633 cfs = 1.651 cfs Total Redeveloped 100-yr = Routed Q100 + “P-E DD” 100-yr = 1.344 + 0.943 cfs = 2.287 cfs Per the topographical survey, the existing storm sewer, to which all runoff from Phase 1 will be conveyed, is a 12” diameter RCP at 0.45% slope with a full flow capacity of 2.39 cfs; therefore, the existing system has sufficient capacity downstream to convey the proposed 100-year runoff. Storm Inlet Grate Summary Storm inlets/grates were designed and placed so that the depth of ponding above the grate does not exceed the top of curb or adjacent building finished floor/MLAG with 50% of the inlet plugged. The castings used for this project are listed in the table below (Table 7) along with the inlet grate perimeter and open area dimensions per the Neenah Foundry catalog and ADS Nyloplast standard drawings. Please refer to Appendix ‘A’ for Exhibit 7: Inlet Clogging Conditions Map which shows the 100-yr elevation over the sag inlets as a result of the 50% clogged condition. Table 7 - Inlet/Grate Casting Data Casting Type Wetted Perimeter (ft) Open Area (ft2) R-3287-10V 5.50 2.10 R-2561-A 6.70 1.20 R-2556 6.70 1.50 R-3501-TL 4.60 1.40 12” Nyloplast Dome Grate 0.96 0.58 12” Nyloplast Pedestrian Grate 2.81 0.56 Storm Inlet Capacity Summary The equations below were used to calculate the maximum allowable flow assuming 50% of the inlet grate open areas and wetted perimeters plugged. The weir equation was utilized when the maximum REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 14 of 19 allowable depth of ponding was determined to be less than 0.3 feet. The orifice equation was utilized when the maximum depth of ponding was determined to be greater than 0.4 feet. Weir Equation: Q = 3.P(d)1.5 Where: P = perimeter of the grate; d = depth of ponding above the grate; Q = Capacity Orifice Equation: Q = 4.89A(d)0.5 Where: A = open area of the grate, d = depth of ponding above the grate; Q = Capacity The actual ponding depth is assumed to be the larger of the two depths calculated using both equations. The following table (Table 8) indicates maximum inlet/grate capacity with 50% plugged and the actual ponding depth. Please refer to Appendix ‘E’ for the inlet grate capacity calculations. Table 8 - Inlet/Grate Capacity Summary Str. No. Casting Type 10-yr Runoff (cfs) 100-yr Runoff (cfs) Max. 50% Grate Cap. @ dmax Max. Allowable Depth (ft.) 10-yr Actual Depth (ft.) 100-yr Actual Depth (ft.) 1 R-2561-A 0.31 0.47 1.65 0.3 0.10 0.13 2 R-3287-10V 0.39 0.58 1.36 0.3 0.13 0.17 3 12” Nylo Dome 0.04 0.06 0.24 0.3 0.09 0.12 4 12” Nylo Dome 0.07 0.10 0.24 0.3 0.13 0.17 5 12” Nylo Dome 0.04 0.05 0.24 0.3 0.08 0.11 10 R-3501-TL 0.61 0.90 1.08 0.29 0.20 0.26 13 R-3287-10V 0.36 0.54 1.36 0.3 0.12 0.16 15 R-2556 1.35 2.01 2.43 0.44 0.26 0.34 16 12” Nylo Dome 0.02 0.04 0.24 0.3 0.07 0.09 17 12” Nylo Dome 0.02 0.03 0.24 0.3 0.06 0.08 20 12” Nylo Dome 0.01 0.01 0.24 0.3 0.03 0.04 21 12” Nylo Ped. 0.03 0.05 0.13 0.1 0.04 0.05 22 12” Nylo Dome 0.01 0.02 0.24 0.3 0.04 0.05 26 R-2561-A 0.01 0.02 1.65 0.3 0.01 0.01 27 R-3287-10V 0.51 0.75 1.36 0.3 0.16 0.20 28 12” Nylo Dome 0.01 0.01 0.24 0.3 0.03 0.04 29 12” Nylo Ped. 0.03 0.05 0.13 0.1 0.04 0.05 30 12” Nylo Dome 0.03 0.04 0.24 0.3 0.07 0.09 REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 15 of 19 Appendix ‘A’: Stormwater Exhibits Exhibit 1: Vicinity & Location Maps Exhibit 2: Existing Conditions Watershed Map Exhibit 3: Redeveloped Conditions Watershed Map Exhibit 4: Detention Basin Layout & Details Exhibit 5: WQ Treatment Details Exhibit 5A: WQ Treatment Details Exhibit 6: Inlet Basin Watershed Map Exhibit 7: Inlet Clogging Conditions Map VICINITY MAP LOCATION MAP NORTHPROJECT LOCATION PROJECT LOCATION NORTHEXHIBIT 1: VICINITY & LOCATION MAPS E 126TH STREET (CITY CENTER DRIVE)S RANGELINE ROADPAWNEE ROADBASIN: "EX-E" A = 0.94 ac. C = 0.38 TOC = 9.90 min. EX. 12"Ø RCP @ 0.45% Qmax = 2.39 cfs EXHIBIT 2: EXISTING CONDITIONS WATERSHED MAP NORTH E 126TH STREET (CITY CENTER DRIVE)S RANGELINE ROADPAWNEE ROADBUILDING #1 BUILDING #2 BUILDING #3 BUILDING #4 BUILDING #5 BUILDING #6 APARTMENT BUILDING Livingstone Dr. BASIN: "P-E" A = 1.17 ac. C = 0.79 TOC = 5 min. BASIN: "P-E-DD" A = 0.22 ac. C = 0.47 TOC = 5 min. EX. 12"Ø RCP @ 0.45% Qmax = 2.39 cfs EXHIBIT 3: REDEVELOPED CONDITIONS WATERSHED MAP NORTHNOTE: BUILDING #3, #5 AND THE APARTMENTS ARE TO BE DESIGNED AND CONSTRUCTED IN A FUTURE PHASE. PAWNEE ROADBUILDING #4 BUILDING #6 EXHIBIT 4: DETENTION BASIN LAYOUT & DETAILS NORTHSHARP CRESTED WEIR DETAIL PLAN VIEW OUTLET STRUCTURE DETAIL - STR. NO. 9 ELEVATION VIEW EXHIBIT 5: WQ TREATMENT DETAILS 24" MIN. SUMP REQUIRED 24" HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW ONE LAYER OF ADS PLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP MAINTENANCE PORT ELEVATED BYPASS MANIFOLD INSTALL FLAMP ON 24" ACCESS PIPE PART #: MC350024RAMP MC-3500 ISOLATOR ROW DETAIL 18" MIN WIDTH CONCRETE SLAB 8" MIN THICKNESS MC-3500 10" INSPECTION PORT DETAIL NTS MC-3500 CHAMBER 10" SDR35 PIPE 15" NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER PART# 2715AG10IP SOLID COVER: 1599CGC CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS CONCRETE COLLAR PAVEMENT 10" INSERTA TEE PART# 10P35STIP INSERTA TEE TO BE CENTERED ON CORRUGATION CREST EXHIBIT 5A: WQ TREATMENT DETAILS WQ DIVERSION MANHOLE DETAIL - STR. NO. 8 PLAN VIEW A A ELEVATION VIEW (A-A) E 126TH STREET (CITY CENTER DRIVE)PAWNEE ROADBUILDING #1 BUILDING #2 BUILDING #3 BUILDING #4 BUILDING #5 BUILDING #6 Livingstone Dr. EXHIBIT 6: INLET BASIN WATERSHED MAP NORTHNOTE: BUILDING #3, #5 AND THE APARTMENTS ARE TO BE DESIGNED AND CONSTRUCTED IN A FUTURE PHASE. E 126TH STREET (CITY CENTER DRIVE)PAWNEE ROADBUILDING #1 BUILDING #2 BUILDING #3 BUILDING #4 BUILDING #5 BUILDING #6 APARTMENT BUILDING Livingstone Dr. EXHIBIT 7: INLET CLOGGING CONDITIONS MAP NORTHNOTE: BUILDING #3, #5 AND THE APARTMENTS ARE TO BE DESIGNED AND CONSTRUCTED IN A FUTURE PHASE. REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 16 of 19 Appendix ‘B’: Existing Conditions Model Hydraflow Table of Contents Magnolia-EX Rational.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 2 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, Rational, EX-E........................................................................................... 4 TR-55 Tc Worksheet............................................................................................................ 5 10 - Year Summary Report......................................................................................................................... 6 Hydrograph Reports................................................................................................................... 7 Hydrograph No. 1, Rational, EX-E........................................................................................... 7 100 - Year Summary Report......................................................................................................................... 8 Hydrograph Reports................................................................................................................... 9 Hydrograph No. 1, Rational, EX-E........................................................................................... 9 IDF Report..................................................................................................................10 1 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Project: Magnolia-EX Rational.gpw Friday, 01 / 8 / 2021 Hyd.Origin Description Legend 1 Rational EX-E Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Rational ------ ------- 1.412 ------- ------- 1.867 ------- ------- 2.780 EX-E Proj. file: Magnolia-EX Rational.gpw Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 1.412 1 10 847 ------ ------ ------ EX-E Magnolia-EX Rational.gpw Return Period: 2 Year Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 1 EX-E Hydrograph type = Rational Peak discharge = 1.412 cfs Storm frequency = 2 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 847 cuft Drainage area = 0.940 ac Runoff coeff. = 0.38 Intensity = 3.952 in/hr Tc by TR55 = 10.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 4 0 2 4 6 8 10 12 14 16 18 20 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) EX-E Hyd. No. 1 -- 2 Year Hyd No. 1 TR55 Tc Worksheet 5 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hyd. No. 1 EX-E Description A B C Totals Sheet Flow Manning's n-value = 0.200 0.011 0.011 Flow length (ft) = 77.0 0.0 0.0 Two-year 24-hr precip. (in) = 2.66 0.00 0.00 Land slope (%) = 3.30 0.00 0.00 Travel Time (min)=8.98 +0.00 +0.00 =8.98 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s)=0.00 0.00 0.00 Travel Time (min)=0.00 +0.00 +0.00 =0.00 Channel Flow X sectional flow area (sqft) = 3.30 0.79 0.00 Wetted perimeter (ft) = 10.10 3.14 0.00 Channel slope (%) = 3.50 3.50 0.00 Manning's n-value = 0.033 0.024 0.015 Velocity (ft/s)=3.99 4.61 0.00 Flow length (ft) ({0})169.0 48.0 0.0 Travel Time (min)=0.71 +0.17 +0.00 =0.88 Total Travel Time, Tc .............................................................................. 10.00 min Hydrograph Summary Report 6 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 1.867 1 10 1,120 ------ ------ ------ EX-E Magnolia-EX Rational.gpw Return Period: 10 Year Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 1 EX-E Hydrograph type = Rational Peak discharge = 1.867 cfs Storm frequency = 10 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 1,120 cuft Drainage area = 0.940 ac Runoff coeff. = 0.38 Intensity = 5.226 in/hr Tc by TR55 = 10.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 7 0 2 4 6 8 10 12 14 16 18 20 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) EX-E Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Summary Report 8 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 2.780 1 10 1,668 ------ ------ ------ EX-E Magnolia-EX Rational.gpw Return Period: 100 Year Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 1 EX-E Hydrograph type = Rational Peak discharge = 2.780 cfs Storm frequency = 100 yrs Time to peak = 10 min Time interval = 1 min Hyd. volume = 1,668 cuft Drainage area = 0.940 ac Runoff coeff. = 0.38 Intensity = 7.783 in/hr Tc by TR55 = 10.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 9 0 2 4 6 8 10 12 14 16 18 20 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) EX-E Hyd. No. 1 -- 100 Year Hyd No. 1 Hydraflow Rainfall Report 10 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 75.7517 14.2000 0.8271 -------- 10 337.4067 28.7001 1.1400 -------- 25 103.3028 16.6000 0.8227 -------- 50 116.5747 17.3000 0.8234 -------- 100 463.3860 28.0001 1.1234 -------- File name: Carmel.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.63 3.95 3.44 3.04 2.72 2.46 2.24 2.06 1.90 1.76 1.64 1.54 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.58 5.43 4.65 4.08 3.64 3.30 3.02 2.79 2.59 2.42 2.28 2.15 10 6.12 5.23 4.55 4.02 3.60 3.25 2.96 2.72 2.51 2.33 2.17 2.03 25 8.25 6.95 6.03 5.34 4.81 4.38 4.03 3.73 3.48 3.26 3.08 2.91 50 9.05 7.66 6.67 5.92 5.34 4.87 4.48 4.16 3.88 3.64 3.43 3.25 100 9.12 7.78 6.77 5.99 5.36 4.84 4.41 4.05 3.74 3.47 3.24 3.03 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.66 0.00 3.30 3.83 5.77 6.80 6.46 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 2.75 0.00 5.38 6.50 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 2.80 0.00 5.25 6.00 0.00 REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 17 of 19 Appendix ‘C’: Redevelopment Conditions Model Hydraflow Table of Contents Magnolia-RDVLP Rational.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 2 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, Rational, P-E.............................................................................................. 4 Hydrograph No. 2, Rational, P-E-DD....................................................................................... 5 Hydrograph No. 3, Mod. Rational, P-E Critical Storm.............................................................. 6 Hydrograph No. 4, Reservoir, Routed Storm............................................................................ 7 Pond Report - Condo Chambers......................................................................................... 8 10 - Year Summary Report.......................................................................................................................12 Hydrograph Reports.................................................................................................................13 Hydrograph No. 1, Rational, P-E............................................................................................13 Hydrograph No. 2, Rational, P-E-DD.....................................................................................14 Hydrograph No. 3, Mod. Rational, P-E Critical Storm............................................................15 Hydrograph No. 4, Reservoir, Routed Storm..........................................................................16 100 - Year Summary Report.......................................................................................................................17 Hydrograph Reports.................................................................................................................18 Hydrograph No. 1, Rational, P-E............................................................................................18 Hydrograph No. 2, Rational, P-E-DD.....................................................................................19 Hydrograph No. 3, Mod. Rational, P-E Critical Storm............................................................20 Hydrograph No. 4, Reservoir, Routed Storm..........................................................................21 IDF Report..................................................................................................................22 1 2 3 4 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Project: Magnolia-RDVLP Rational.gpw Friday, 01 / 8 / 2021 Hyd.Origin Description Legend 1 Rational P-E 2 Rational P-E-DD 3 Mod. Rational P-E Critical Storm 4 Reservoir Routed Storm Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Rational ------ ------- 4.277 ------- ------- 5.655 ------- ------- 8.430 P-E 2 Rational ------ ------- 0.478 ------- ------- 0.633 ------- ------- 0.943 P-E-DD 3 Mod. Rational ------ ------- 1.639 ------- ------- 2.161 ------- ------- 3.317 P-E Critical Storm 4 Reservoir 3 ------- 0.845 ------- ------- 1.018 ------- ------- 1.344 Routed Storm Proj. file: Magnolia-RDVLP Rational.gpw Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 4.277 1 5 1,283 ------ ------ ------ P-E 2 Rational 0.478 1 5 144 ------ ------ ------ P-E-DD 3 Mod. Rational 1.639 1 5 5,112 ------ ------ ------ P-E Critical Storm 4 Reservoir 0.845 1 54 4,637 3 838.54 3,311 Routed Storm Magnolia-RDVLP Rational.gpw Return Period: 2 Year Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 1 P-E Hydrograph type = Rational Peak discharge = 4.277 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,283 cuft Drainage area = 1.170 ac Runoff coeff. = 0.79 Intensity = 4.628 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 4 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (min) P-E Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 2 P-E-DD Hydrograph type = Rational Peak discharge = 0.478 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 144 cuft Drainage area = 0.220 ac Runoff coeff. = 0.47 Intensity = 4.628 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 5 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) P-E-DD Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 3 P-E Critical Storm Hydrograph type = Mod. Rational Peak discharge = 1.639 cfs Storm frequency = 2 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 5,112 cuft Drainage area = 1.210 ac Runoff coeff. = 0.79 Intensity = 1.714 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Storm duration = 10.4 x Tc Target Q =0.930 cfs Est. Req'd Storage =3,497 cuft 6 0 10 20 30 40 50 60 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) P-E Critical Storm Hyd. No. 3 -- 2 Year Hyd No. 3 Mod. Rational Est. Storage = 3,497 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 4 Routed Storm Hydrograph type = Reservoir Peak discharge = 0.845 cfs Storm frequency = 2 yrs Time to peak = 54 min Time interval = 1 min Hyd. volume = 4,637 cuft Inflow hyd. No. = 3 - P-E Critical Storm Max. Elevation = 838.54 ft Reservoir name = Condo Chambers Max. Storage = 3,311 cuft Storage Indication method used. 7 0 20 40 60 80 100 120 140 160 180 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Routed Storm Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 3 Total storage used = 3,311 cuft Pond Report 8 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Pond No. 2 - Condo Chambers Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 836.75 n/a 0 0 0.67 837.42 n/a 792 792 0.75 837.50 n/a 99 891 1.00 837.75 n/a 593 1,484 1.25 838.00 n/a 587 2,071 1.50 838.25 n/a 581 2,652 1.75 838.50 n/a 574 3,226 2.00 838.75 n/a 566 3,792 2.25 839.00 n/a 556 4,348 2.50 839.25 n/a 545 4,893 2.75 839.50 n/a 531 5,424 3.00 839.75 n/a 516 5,940 3.25 840.00 n/a 498 6,439 3.50 840.25 n/a 477 6,915 3.75 840.50 n/a 451 7,366 4.00 840.75 n/a 416 7,782 4.25 841.00 n/a 356 8,138 4.50 841.25 n/a 312 8,451 4.58 841.33 n/a 99 8,550 4.75 841.50 n/a 198 8,747 5.50 842.25 n/a 891 9,638 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 12.00 5.50 Inactive Inactive Span (in)= 12.00 5.50 0.00 0.00 No. Barrels = 1 1 1 0 Invert El. (ft)= 836.75 836.76 0.00 0.00 Length (ft)= 170.00 0.00 0.00 0.00 Slope (%)= 0.58 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a Yes No No Crest Len (ft)Inactive 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = --- --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 837.19 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 836.75 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.07 79 836.82 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.13 158 836.88 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.20 238 836.95 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.27 317 837.02 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.33 396 837.09 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.40 475 837.15 0.00 0.00 --- --- --- --- --- --- --- --- 0.000 0.47 554 837.22 0.11 oc 0.11 ic --- --- --- --- --- --- --- --- 0.107 0.54 633 837.29 0.20 oc 0.20 ic --- --- --- --- --- --- --- --- 0.201 0.60 713 837.35 0.27 oc 0.27 ic --- --- --- --- --- --- --- --- 0.266 0.67 792 837.42 0.32 oc 0.32 ic --- --- --- --- --- --- --- --- 0.321 0.68 802 837.43 0.33 oc 0.33 ic --- --- --- --- --- --- --- --- 0.328 0.69 812 837.44 0.33 oc 0.33 ic --- --- --- --- --- --- --- --- 0.334 0.69 821 837.44 0.34 oc 0.34 ic --- --- --- --- --- --- --- --- 0.340 0.70 831 837.45 0.35 oc 0.34 ic --- --- --- --- --- --- --- --- 0.345 0.71 841 837.46 0.36 oc 0.35 ic --- --- --- --- --- --- --- --- 0.350 0.72 851 837.47 0.36 oc 0.36 ic --- --- --- --- --- --- --- --- 0.357 0.73 861 837.48 0.36 oc 0.36 ic --- --- --- --- --- --- --- --- 0.363 0.73 871 837.48 0.37 oc 0.37 ic --- --- --- --- --- --- --- --- 0.368 0.74 881 837.49 0.37 oc 0.37 ic --- --- --- --- --- --- --- --- 0.373 0.75 891 837.50 0.39 oc 0.38 ic --- --- --- --- --- --- --- --- 0.378 0.77 950 837.53 0.40 oc 0.40 ic --- --- --- --- --- --- --- --- 0.395 0.80 1,009 837.55 0.41 oc 0.41 ic --- --- --- --- --- --- --- --- 0.412 Continues on next page... 9 Condo Chambers Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.82 1,069 837.58 0.43 oc 0.43 ic --- --- --- --- --- --- --- --- 0.426 0.85 1,128 837.60 0.44 oc 0.44 ic --- --- --- --- --- --- --- --- 0.442 0.87 1,187 837.63 0.46 oc 0.46 ic --- --- --- --- --- --- --- --- 0.455 0.90 1,247 837.65 0.47 oc 0.47 ic --- --- --- --- --- --- --- --- 0.471 0.92 1,306 837.68 0.49 oc 0.48 ic --- --- --- --- --- --- --- --- 0.483 0.95 1,365 837.70 0.50 oc 0.50 ic --- --- --- --- --- --- --- --- 0.498 0.97 1,425 837.73 0.52 oc 0.51 ic --- --- --- --- --- --- --- --- 0.510 1.00 1,484 837.75 0.52 oc 0.52 ic --- --- --- --- --- --- --- --- 0.524 1.02 1,543 837.78 0.54 oc 0.54 ic --- --- --- --- --- --- --- --- 0.536 1.05 1,601 837.80 0.55 oc 0.55 ic --- --- --- --- --- --- --- --- 0.550 1.08 1,660 837.83 0.56 oc 0.56 ic --- --- --- --- --- --- --- --- 0.561 1.10 1,719 837.85 0.58 oc 0.57 ic --- --- --- --- --- --- --- --- 0.574 1.13 1,778 837.88 0.58 oc 0.58 ic --- --- --- --- --- --- --- --- 0.585 1.15 1,836 837.90 0.60 oc 0.60 ic --- --- --- --- --- --- --- --- 0.597 1.17 1,895 837.93 0.61 oc 0.61 ic --- --- --- --- --- --- --- --- 0.608 1.20 1,954 837.95 0.63 oc 0.62 ic --- --- --- --- --- --- --- --- 0.619 1.23 2,013 837.98 0.63 oc 0.63 ic --- --- --- --- --- --- --- --- 0.631 1.25 2,071 838.00 0.64 oc 0.64 ic --- --- --- --- --- --- --- --- 0.641 1.27 2,129 838.03 0.66 oc 0.65 ic --- --- --- --- --- --- --- --- 0.652 1.30 2,188 838.05 0.66 oc 0.66 ic --- --- --- --- --- --- --- --- 0.663 1.33 2,246 838.08 0.67 oc 0.67 ic --- --- --- --- --- --- --- --- 0.672 1.35 2,304 838.10 0.69 oc 0.68 ic --- --- --- --- --- --- --- --- 0.684 1.38 2,362 838.13 0.69 oc 0.69 ic --- --- --- --- --- --- --- --- 0.693 1.40 2,420 838.15 0.71 oc 0.70 ic --- --- --- --- --- --- --- --- 0.703 1.42 2,478 838.18 0.71 oc 0.71 ic --- --- --- --- --- --- --- --- 0.714 1.45 2,536 838.20 0.72 oc 0.72 ic --- --- --- --- --- --- --- --- 0.723 1.48 2,594 838.23 0.74 oc 0.73 ic --- --- --- --- --- --- --- --- 0.733 1.50 2,652 838.25 0.74 oc 0.74 ic --- --- --- --- --- --- --- --- 0.743 1.52 2,710 838.28 0.75 oc 0.75 ic --- --- --- --- --- --- --- --- 0.751 1.55 2,767 838.30 0.77 oc 0.76 ic --- --- --- --- --- --- --- --- 0.761 1.58 2,825 838.33 0.77 oc 0.77 ic --- --- --- --- --- --- --- --- 0.771 1.60 2,882 838.35 0.78 oc 0.78 ic --- --- --- --- --- --- --- --- 0.779 1.63 2,939 838.38 0.80 oc 0.79 ic --- --- --- --- --- --- --- --- 0.789 1.65 2,997 838.40 0.80 oc 0.80 ic --- --- --- --- --- --- --- --- 0.798 1.67 3,054 838.43 0.81 oc 0.81 ic --- --- --- --- --- --- --- --- 0.806 1.70 3,112 838.45 0.82 oc 0.82 ic --- --- --- --- --- --- --- --- 0.815 1.73 3,169 838.48 0.82 oc 0.82 ic --- --- --- --- --- --- --- --- 0.824 1.75 3,226 838.50 0.83 oc 0.83 ic --- --- --- --- --- --- --- --- 0.832 1.77 3,283 838.53 0.85 oc 0.84 ic --- --- --- --- --- --- --- --- 0.841 1.80 3,340 838.55 0.85 oc 0.85 ic --- --- --- --- --- --- --- --- 0.850 1.83 3,396 838.58 0.86 oc 0.86 ic --- --- --- --- --- --- --- --- 0.858 1.85 3,453 838.60 0.88 oc 0.87 ic --- --- --- --- --- --- --- --- 0.866 1.88 3,509 838.63 0.88 oc 0.87 ic --- --- --- --- --- --- --- --- 0.875 1.90 3,566 838.65 0.88 oc 0.88 ic --- --- --- --- --- --- --- --- 0.883 1.92 3,622 838.68 0.89 oc 0.89 ic --- --- --- --- --- --- --- --- 0.890 1.95 3,679 838.70 0.91 oc 0.90 ic --- --- --- --- --- --- --- --- 0.899 1.98 3,735 838.73 0.91 oc 0.91 ic --- --- --- --- --- --- --- --- 0.907 2.00 3,792 838.75 0.91 oc 0.91 ic --- --- --- --- --- --- --- --- 0.915 2.03 3,848 838.78 0.93 oc 0.92 ic --- --- --- --- --- --- --- --- 0.922 2.05 3,903 838.80 0.93 oc 0.93 ic --- --- --- --- --- --- --- --- 0.931 2.08 3,959 838.83 0.94 oc 0.94 ic --- --- --- --- --- --- --- --- 0.938 2.10 4,014 838.85 0.95 oc 0.95 ic --- --- --- --- --- --- --- --- 0.945 2.13 4,070 838.88 0.96 oc 0.95 ic --- --- --- --- --- --- --- --- 0.954 2.15 4,126 838.90 0.96 oc 0.96 ic --- --- --- --- --- --- --- --- 0.961 2.18 4,181 838.93 0.97 oc 0.97 ic --- --- --- --- --- --- --- --- 0.968 2.20 4,237 838.95 0.99 oc 0.98 ic --- --- --- --- --- --- --- --- 0.976 2.23 4,292 838.98 0.99 oc 0.98 ic --- --- --- --- --- --- --- --- 0.984 2.25 4,348 839.00 0.99 oc 0.99 ic --- --- --- --- --- --- --- --- 0.991 2.28 4,402 839.03 1.00 oc 1.00 ic --- --- --- --- --- --- --- --- 0.998 2.30 4,457 839.05 1.01 oc 1.01 ic --- --- --- --- --- --- --- --- 1.005 2.33 4,511 839.08 1.01 oc 1.01 ic --- --- --- --- --- --- --- --- 1.013 2.35 4,566 839.10 1.02 oc 1.02 ic --- --- --- --- --- --- --- --- 1.020 2.38 4,620 839.13 1.03 oc 1.03 ic --- --- --- --- --- --- --- --- 1.026 2.40 4,675 839.15 1.04 oc 1.03 ic --- --- --- --- --- --- --- --- 1.034 2.43 4,729 839.18 1.04 oc 1.04 ic --- --- --- --- --- --- --- --- 1.041 2.45 4,784 839.20 1.05 oc 1.05 ic --- --- --- --- --- --- --- --- 1.048 2.48 4,838 839.23 1.07 oc 1.05 ic --- --- --- --- --- --- --- --- 1.054 2.50 4,893 839.25 1.07 oc 1.06 ic --- --- --- --- --- --- --- --- 1.062 2.53 4,946 839.28 1.07 oc 1.07 ic --- --- --- --- --- --- --- --- 1.069 2.55 4,999 839.30 1.08 oc 1.08 ic --- --- --- --- --- --- --- --- 1.075 2.58 5,052 839.33 1.09 oc 1.08 ic --- --- --- --- --- --- --- --- 1.082 2.60 5,105 839.35 1.09 oc 1.09 ic --- --- --- --- --- --- --- --- 1.089 Continues on next page... 10 Condo Chambers Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.63 5,158 839.38 1.10 oc 1.10 ic --- --- --- --- --- --- --- --- 1.096 2.65 5,211 839.40 1.10 oc 1.10 ic --- --- --- --- --- --- --- --- 1.102 2.68 5,265 839.43 1.12 oc 1.11 ic --- --- --- --- --- --- --- --- 1.109 2.70 5,318 839.45 1.12 oc 1.12 ic --- --- --- --- --- --- --- --- 1.116 2.73 5,371 839.48 1.12 oc 1.12 ic --- --- --- --- --- --- --- --- 1.122 2.75 5,424 839.50 1.13 oc 1.13 ic --- --- --- --- --- --- --- --- 1.128 2.78 5,476 839.53 1.15 oc 1.13 ic --- --- --- --- --- --- --- --- 1.135 2.80 5,527 839.55 1.15 oc 1.14 ic --- --- --- --- --- --- --- --- 1.142 2.83 5,579 839.58 1.15 oc 1.15 ic --- --- --- --- --- --- --- --- 1.148 2.85 5,631 839.60 1.15 oc 1.15 ic --- --- --- --- --- --- --- --- 1.154 2.88 5,682 839.63 1.17 oc 1.16 ic --- --- --- --- --- --- --- --- 1.160 2.90 5,734 839.65 1.17 oc 1.17 ic --- --- --- --- --- --- --- --- 1.167 2.93 5,785 839.68 1.17 oc 1.17 ic --- --- --- --- --- --- --- --- 1.174 2.95 5,837 839.70 1.18 oc 1.18 ic --- --- --- --- --- --- --- --- 1.179 2.98 5,889 839.73 1.20 oc 1.19 ic --- --- --- --- --- --- --- --- 1.185 3.00 5,940 839.75 1.20 oc 1.19 ic --- --- --- --- --- --- --- --- 1.192 3.03 5,990 839.78 1.20 oc 1.20 ic --- --- --- --- --- --- --- --- 1.198 3.05 6,040 839.80 1.20 oc 1.20 ic --- --- --- --- --- --- --- --- 1.204 3.08 6,090 839.83 1.22 oc 1.21 ic --- --- --- --- --- --- --- --- 1.210 3.10 6,140 839.85 1.22 oc 1.22 ic --- --- --- --- --- --- --- --- 1.217 3.13 6,189 839.88 1.22 oc 1.22 ic --- --- --- --- --- --- --- --- 1.223 3.15 6,239 839.90 1.23 oc 1.23 ic --- --- --- --- --- --- --- --- 1.228 3.18 6,289 839.93 1.23 oc 1.23 ic --- --- --- --- --- --- --- --- 1.234 3.20 6,339 839.95 1.25 oc 1.24 ic --- --- --- --- --- --- --- --- 1.240 3.23 6,389 839.98 1.25 oc 1.25 ic --- --- --- --- --- --- --- --- 1.247 3.25 6,439 840.00 1.25 oc 1.25 ic --- --- --- --- --- --- --- --- 1.252 3.28 6,486 840.03 1.26 oc 1.26 ic --- --- --- --- --- --- --- --- 1.258 3.30 6,534 840.05 1.27 oc 1.26 ic --- --- --- --- --- --- --- --- 1.264 3.33 6,582 840.08 1.27 oc 1.27 ic --- --- --- --- --- --- --- --- 1.270 3.35 6,629 840.10 1.28 oc 1.28 ic --- --- --- --- --- --- --- --- 1.276 3.38 6,677 840.13 1.28 oc 1.28 ic --- --- --- --- --- --- --- --- 1.281 3.40 6,725 840.15 1.29 oc 1.29 ic --- --- --- --- --- --- --- --- 1.287 3.43 6,772 840.18 1.29 oc 1.29 ic --- --- --- --- --- --- --- --- 1.293 3.45 6,820 840.20 1.30 oc 1.30 ic --- --- --- --- --- --- --- --- 1.299 3.48 6,868 840.23 1.30 oc 1.30 ic --- --- --- --- --- --- --- --- 1.304 3.50 6,915 840.25 1.32 oc 1.31 ic --- --- --- --- --- --- --- --- 1.310 3.53 6,960 840.28 1.32 oc 1.32 ic --- --- --- --- --- --- --- --- 1.316 3.55 7,006 840.30 1.32 oc 1.32 ic --- --- --- --- --- --- --- --- 1.321 3.58 7,051 840.33 1.33 oc 1.33 ic --- --- --- --- --- --- --- --- 1.327 3.60 7,096 840.35 1.34 oc 1.33 ic --- --- --- --- --- --- --- --- 1.332 3.63 7,141 840.38 1.34 oc 1.34 ic --- --- --- --- --- --- --- --- 1.338 3.65 7,186 840.40 1.34 oc 1.34 ic --- --- --- --- --- --- --- --- 1.344 3.68 7,231 840.43 1.35 oc 1.35 ic --- --- --- --- --- --- --- --- 1.349 3.70 7,276 840.45 1.36 oc 1.35 ic --- --- --- --- --- --- --- --- 1.354 3.73 7,321 840.48 1.36 oc 1.36 ic --- --- --- --- --- --- --- --- 1.360 3.75 7,366 840.50 1.37 oc 1.37 ic --- --- --- --- --- --- --- --- 1.366 3.78 7,408 840.53 1.37 oc 1.37 ic --- --- --- --- --- --- --- --- 1.371 3.80 7,449 840.55 1.38 oc 1.38 ic --- --- --- --- --- --- --- --- 1.376 3.83 7,491 840.58 1.39 oc 1.38 ic --- --- --- --- --- --- --- --- 1.381 3.85 7,532 840.60 1.39 oc 1.39 ic --- --- --- --- --- --- --- --- 1.387 3.88 7,574 840.63 1.39 oc 1.39 ic --- --- --- --- --- --- --- --- 1.392 3.90 7,616 840.65 1.40 oc 1.40 ic --- --- --- --- --- --- --- --- 1.397 3.93 7,657 840.68 1.41 oc 1.40 ic --- --- --- --- --- --- --- --- 1.403 3.95 7,699 840.70 1.41 oc 1.41 ic --- --- --- --- --- --- --- --- 1.408 3.98 7,740 840.73 1.41 oc 1.41 ic --- --- --- --- --- --- --- --- 1.413 4.00 7,782 840.75 1.42 oc 1.42 ic --- --- --- --- --- --- --- --- 1.418 4.03 7,818 840.78 1.43 oc 1.42 ic --- --- --- --- --- --- --- --- 1.424 4.05 7,853 840.80 1.43 oc 1.43 ic --- --- --- --- --- --- --- --- 1.429 4.07 7,889 840.83 1.43 oc 1.43 ic --- --- --- --- --- --- --- --- 1.434 4.10 7,924 840.85 1.44 oc 1.44 ic --- --- --- --- --- --- --- --- 1.439 4.13 7,960 840.88 1.45 oc 1.44 ic --- --- --- --- --- --- --- --- 1.444 4.15 7,996 840.90 1.45 oc 1.45 ic --- --- --- --- --- --- --- --- 1.450 4.18 8,031 840.93 1.46 oc 1.45 ic --- --- --- --- --- --- --- --- 1.455 4.20 8,067 840.95 1.46 oc 1.46 ic --- --- --- --- --- --- --- --- 1.460 4.23 8,103 840.98 1.47 oc 1.46 ic --- --- --- --- --- --- --- --- 1.465 4.25 8,138 841.00 1.47 oc 1.47 ic --- --- --- --- --- --- --- --- 1.470 4.28 8,169 841.03 1.48 oc 1.48 ic --- --- --- --- --- --- --- --- 1.475 4.30 8,201 841.05 1.48 oc 1.48 ic --- --- --- --- --- --- --- --- 1.480 4.32 8,232 841.08 1.49 oc 1.48 ic --- --- --- --- --- --- --- --- 1.485 4.35 8,263 841.10 1.49 oc 1.49 ic --- --- --- --- --- --- --- --- 1.490 4.38 8,294 841.13 1.50 oc 1.50 ic --- --- --- --- --- --- --- --- 1.495 4.40 8,326 841.15 1.50 oc 1.50 ic --- --- --- --- --- --- --- --- 1.500 Continues on next page... 11 Condo Chambers Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 4.43 8,357 841.18 1.51 oc 1.50 ic --- --- --- --- --- --- --- --- 1.505 4.45 8,388 841.20 1.51 oc 1.51 ic --- --- --- --- --- --- --- --- 1.510 4.48 8,419 841.23 1.52 oc 1.51 ic --- --- --- --- --- --- --- --- 1.515 4.50 8,451 841.25 1.52 oc 1.52 ic --- --- --- --- --- --- --- --- 1.520 4.51 8,460 841.26 1.52 oc 1.52 ic --- --- --- --- --- --- --- --- 1.521 4.52 8,470 841.27 1.52 oc 1.52 ic --- --- --- --- --- --- --- --- 1.523 4.52 8,480 841.27 1.53 oc 1.52 ic --- --- --- --- --- --- --- --- 1.524 4.53 8,490 841.28 1.53 oc 1.53 ic --- --- --- --- --- --- --- --- 1.526 4.54 8,500 841.29 1.53 oc 1.53 ic --- --- --- --- --- --- --- --- 1.527 4.55 8,510 841.30 1.53 oc 1.53 ic --- --- --- --- --- --- --- --- 1.529 4.56 8,520 841.31 1.53 oc 1.53 ic --- --- --- --- --- --- --- --- 1.531 4.56 8,530 841.31 1.53 oc 1.53 ic --- --- --- --- --- --- --- --- 1.532 4.57 8,540 841.32 1.53 oc 1.53 ic --- --- --- --- --- --- --- --- 1.534 4.58 8,550 841.33 1.54 oc 1.54 ic --- --- --- --- --- --- --- --- 1.535 4.60 8,569 841.35 1.54 oc 1.54 ic --- --- --- --- --- --- --- --- 1.538 4.61 8,589 841.36 1.54 oc 1.54 ic --- --- --- --- --- --- --- --- 1.542 4.63 8,609 841.38 1.55 oc 1.54 ic --- --- --- --- --- --- --- --- 1.545 4.65 8,629 841.40 1.55 oc 1.55 ic --- --- --- --- --- --- --- --- 1.548 4.67 8,648 841.41 1.55 oc 1.55 ic --- --- --- --- --- --- --- --- 1.552 4.68 8,668 841.43 1.55 oc 1.55 ic --- --- --- --- --- --- --- --- 1.555 4.70 8,688 841.45 1.56 oc 1.56 ic --- --- --- --- --- --- --- --- 1.558 4.72 8,708 841.47 1.57 oc 1.56 ic --- --- --- --- --- --- --- --- 1.561 4.73 8,728 841.48 1.57 oc 1.56 ic --- --- --- --- --- --- --- --- 1.564 4.75 8,747 841.50 1.57 oc 1.57 ic --- --- --- --- --- --- --- --- 1.568 4.82 8,837 841.58 1.59 oc 1.58 ic --- --- --- --- --- --- --- --- 1.582 4.90 8,926 841.65 1.60 oc 1.60 ic --- --- --- --- --- --- --- --- 1.596 4.97 9,015 841.72 1.61 oc 1.61 ic --- --- --- --- --- --- --- --- 1.610 5.05 9,104 841.80 1.62 oc 1.62 ic --- --- --- --- --- --- --- --- 1.624 5.12 9,193 841.88 1.64 oc 1.64 ic --- --- --- --- --- --- --- --- 1.637 5.20 9,282 841.95 1.65 oc 1.65 ic --- --- --- --- --- --- --- --- 1.651 5.27 9,371 842.03 1.67 oc 1.66 ic --- --- --- --- --- --- --- --- 1.664 5.35 9,460 842.10 1.68 oc 1.68 ic --- --- --- --- --- --- --- --- 1.677 5.42 9,549 842.18 1.69 oc 1.69 ic --- --- --- --- --- --- --- --- 1.691 5.50 9,638 842.25 1.71 oc 1.70 ic --- --- --- --- --- --- --- --- 1.704 ...End Hydrograph Summary Report 12 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 5.655 1 5 1,697 ------ ------ ------ P-E 2 Rational 0.633 1 5 190 ------ ------ ------ P-E-DD 3 Mod. Rational 2.161 1 5 6,743 ------ ------ ------ P-E Critical Storm 4 Reservoir 1.018 1 55 6,267 3 839.09 4,555 Routed Storm Magnolia-RDVLP Rational.gpw Return Period: 10 Year Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 1 P-E Hydrograph type = Rational Peak discharge = 5.655 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 1,697 cuft Drainage area = 1.170 ac Runoff coeff. = 0.79 Intensity = 6.118 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 13 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) P-E Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 2 P-E-DD Hydrograph type = Rational Peak discharge = 0.633 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 190 cuft Drainage area = 0.220 ac Runoff coeff. = 0.47 Intensity = 6.118 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 14 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) P-E-DD Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 3 P-E Critical Storm Hydrograph type = Mod. Rational Peak discharge = 2.161 cfs Storm frequency = 10 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 6,743 cuft Drainage area = 1.210 ac Runoff coeff. = 0.79 Intensity = 2.261 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Storm duration = 10.4 x Tc Target Q =1.240 cfs Est. Req'd Storage =4,589 cuft 15 0 10 20 30 40 50 60 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) P-E Critical Storm Hyd. No. 3 -- 10 Year Hyd No. 3 Mod. Rational Est. Storage = 4,589 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 4 Routed Storm Hydrograph type = Reservoir Peak discharge = 1.018 cfs Storm frequency = 10 yrs Time to peak = 55 min Time interval = 1 min Hyd. volume = 6,267 cuft Inflow hyd. No. = 3 - P-E Critical Storm Max. Elevation = 839.09 ft Reservoir name = Condo Chambers Max. Storage = 4,555 cuft Storage Indication method used. 16 0 20 40 60 80 100 120 140 160 180 200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Routed Storm Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 3 Total storage used = 4,555 cuft Hydrograph Summary Report 17 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 8.430 1 5 2,529 ------ ------ ------ P-E 2 Rational 0.943 1 5 283 ------ ------ ------ P-E-DD 3 Mod. Rational 3.317 1 5 9,950 ------ ------ ------ P-E Critical Storm 4 Reservoir 1.344 1 53 9,474 3 840.40 7,185 Routed Storm Magnolia-RDVLP Rational.gpw Return Period: 100 Year Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 1 P-E Hydrograph type = Rational Peak discharge = 8.430 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 2,529 cuft Drainage area = 1.170 ac Runoff coeff. = 0.79 Intensity = 9.120 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 18 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 Q (cfs) Time (min) P-E Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 2 P-E-DD Hydrograph type = Rational Peak discharge = 0.943 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 283 cuft Drainage area = 0.220 ac Runoff coeff. = 0.47 Intensity = 9.120 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Asc/Rec limb fact = 1/1 19 0 1 2 3 4 5 6 7 8 9 10 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) P-E-DD Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 3 P-E Critical Storm Hydrograph type = Mod. Rational Peak discharge = 3.317 cfs Storm frequency = 100 yrs Time to peak = 5 min Time interval = 1 min Hyd. volume = 9,950 cuft Drainage area = 1.210 ac Runoff coeff. = 0.79 Intensity = 3.470 in/hr Tc by User = 5.00 min IDF Curve = Carmel.IDF Storm duration = 10.0 x Tc Target Q =1.650 cfs Est. Req'd Storage =7,207 cuft 20 0 10 20 30 40 50 60 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) P-E Critical Storm Hyd. No. 3 -- 100 Year Hyd No. 3 Mod. Rational Est. Storage = 7,207 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 4 Routed Storm Hydrograph type = Reservoir Peak discharge = 1.344 cfs Storm frequency = 100 yrs Time to peak = 53 min Time interval = 1 min Hyd. volume = 9,474 cuft Inflow hyd. No. = 3 - P-E Critical Storm Max. Elevation = 840.40 ft Reservoir name = Condo Chambers Max. Storage = 7,185 cuft Storage Indication method used. 21 0 20 40 60 80 100 120 140 160 180 200 220 240 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Routed Storm Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 3 Total storage used = 7,185 cuft Hydraflow Rainfall Report 22 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 46.5830 8.1000 0.7885 -------- 10 337.4067 28.7001 1.1400 -------- 25 72.9313 10.0000 0.8126 -------- 50 85.3861 11.1000 0.8171 -------- 100 463.3860 28.0001 1.1234 -------- File name: Carmel.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.63 3.95 3.44 3.04 2.72 2.46 2.24 2.06 1.90 1.76 1.64 1.54 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.13 4.75 3.92 3.36 2.95 2.64 2.40 2.20 2.03 1.89 1.77 1.67 10 6.12 5.23 4.55 4.02 3.60 3.25 2.96 2.72 2.51 2.33 2.17 2.03 25 8.08 6.39 5.33 4.60 4.06 3.64 3.31 3.04 2.81 2.62 2.45 2.31 50 8.82 7.07 5.94 5.15 4.56 4.10 3.73 3.43 3.18 2.97 2.78 2.62 100 9.12 7.78 6.77 5.99 5.36 4.84 4.41 4.05 3.74 3.47 3.24 3.03 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.66 0.00 3.30 3.83 5.77 6.80 6.46 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 2.75 0.00 5.38 6.50 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 2.80 0.00 5.25 6.00 0.00 Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -46 Number of End Caps -8 Voids in the stone (porosity) - 40 % Base of Stone Elevation -836.75 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers -9 in Amount of Stone Between Chambers - 6 in Area of system -2969 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 66 0.00 0.00 0.00 0.00 98.97 98.97 9638.13 842.25 65 0.00 0.00 0.00 0.00 98.97 98.97 9539.16 842.17 64 0.00 0.00 0.00 0.00 98.97 98.97 9440.20 842.08 63 0.00 0.00 0.00 0.00 98.97 98.97 9341.23 842.00 62 0.00 0.00 0.00 0.00 98.97 98.97 9242.26 841.92 61 0.00 0.00 0.00 0.00 98.97 98.97 9143.30 841.83 60 0.00 0.00 0.00 0.00 98.97 98.97 9044.33 841.75 59 0.00 0.00 0.00 0.00 98.97 98.97 8945.36 841.67 58 0.00 0.00 0.00 0.00 98.97 98.97 8846.40 841.58 57 0.00 0.00 0.00 0.00 98.97 98.97 8747.43 841.50 56 0.00 0.00 0.00 0.00 98.97 98.97 8648.46 841.42 55 0.00 0.00 0.00 0.00 98.97 98.97 8549.50 841.33 54 0.06 0.00 2.67 0.00 97.90 100.57 8450.53 841.25 53 0.19 0.02 8.93 0.19 95.32 104.44 8349.96 841.17 52 0.29 0.04 13.52 0.30 93.44 107.26 8245.52 841.08 51 0.40 0.05 18.57 0.41 91.37 110.35 8138.26 841.00 50 0.69 0.07 31.61 0.54 86.11 118.26 8027.91 840.92 49 1.03 0.09 47.30 0.71 79.76 127.77 7909.65 840.83 48 1.25 0.11 57.48 0.86 75.63 133.97 7781.88 840.75 47 1.42 0.13 65.42 1.01 72.39 138.83 7647.91 840.67 46 1.57 0.14 72.36 1.16 69.56 143.08 7509.08 840.58 45 1.71 0.16 78.53 1.30 67.03 146.87 7366.01 840.50 44 1.83 0.18 84.11 1.45 64.74 150.31 7219.14 840.42 43 1.94 0.20 89.14 1.60 62.67 153.41 7068.84 840.33 42 2.04 0.22 93.88 1.75 60.72 156.34 6915.42 840.25 41 2.13 0.23 98.20 1.88 58.94 159.01 6759.08 840.17 40 2.22 0.25 102.31 2.00 57.24 161.56 6600.07 840.08 39 2.31 0.27 106.11 2.12 55.67 163.91 6438.51 840.00 38 2.38 0.28 109.70 2.24 54.19 166.13 6274.60 839.92 37 2.46 0.29 113.12 2.35 52.78 168.25 6108.47 839.83 36 2.53 0.31 116.30 2.46 51.46 170.22 5940.23 839.75 35 2.59 0.32 119.31 2.57 50.21 172.10 5770.00 839.67 34 2.66 0.33 122.18 2.68 49.02 173.88 5597.91 839.58 33 2.72 0.35 124.89 2.78 47.90 175.57 5424.03 839.50 32 2.77 0.36 127.48 2.88 46.82 177.18 5248.46 839.42 31 2.82 0.37 129.93 2.98 45.80 178.71 5071.28 839.33 30 2.88 0.38 132.27 3.07 44.83 180.17 4892.56 839.25 29 2.92 0.40 134.51 3.17 43.90 181.57 4712.39 839.17 28 2.97 0.41 136.61 3.26 43.02 182.89 4530.82 839.08 27 3.01 0.42 138.57 3.35 42.20 184.12 4347.92 839.00 26 3.05 0.43 140.45 3.44 41.41 185.30 4163.80 838.92 25 3.09 0.44 142.34 3.52 40.62 186.48 3978.50 838.83 24 3.13 0.45 144.01 3.61 39.92 187.53 3792.02 838.75 23 3.17 0.46 145.62 3.69 39.24 188.55 3604.49 838.67 22 3.20 0.47 147.17 3.77 38.59 189.53 3415.94 838.58 21 3.23 0.48 148.63 3.84 37.98 190.45 3226.41 838.50 20 3.26 0.49 150.02 3.91 37.39 191.33 3035.96 838.42 19 3.29 0.50 151.35 3.98 36.83 192.17 2844.63 838.33 18 3.32 0.51 152.63 4.05 36.30 192.97 2652.46 838.25 17 3.34 0.51 153.83 4.12 35.79 193.73 2459.49 838.17 16 3.37 0.52 154.96 4.18 35.31 194.45 2265.75 838.08 15 3.39 0.53 156.06 4.24 34.85 195.14 2071.30 838.00 14 3.41 0.54 157.07 4.29 34.42 195.78 1876.16 837.92 13 3.44 0.54 158.10 4.35 33.99 196.44 1680.38 837.83 12 3.46 0.55 159.05 4.40 33.59 197.04 1483.94 837.75 11 3.48 0.56 160.02 4.44 33.18 197.64 1286.91 837.67 10 3.51 0.59 161.23 4.76 32.57 198.56 1089.26 837.58 9 0.00 0.00 0.00 0.00 98.97 98.97 890.70 837.50 8 0.00 0.00 0.00 0.00 98.97 98.97 791.73 837.42 7 0.00 0.00 0.00 0.00 98.97 98.97 692.77 837.33 6 0.00 0.00 0.00 0.00 98.97 98.97 593.80 837.25 5 0.00 0.00 0.00 0.00 98.97 98.97 494.83 837.17 4 0.00 0.00 0.00 0.00 98.97 98.97 395.87 837.08 3 0.00 0.00 0.00 0.00 98.97 98.97 296.90 837.00 2 0.00 0.00 0.00 0.00 98.97 98.97 197.93 836.92 1 0.00 0.00 0.00 0.00 98.97 98.97 98.97 836.83 StormTech MC-3500 Cumulative Storage Volumes Magnolia - Condo Chambers 2410 sf min. area Include Perimeter Stone in Calculations Click Here for Metric REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 18 of 19 Appendix ‘D’: WQ Model Analysis Results Hydraflow Table of Contents Magnolia-WQ.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Str 14 Isolator Row............................................................... 4 Hydrograph No. 2, SCS Runoff, P-E (WQ).............................................................................. 5 Hydrograph No. 3, SCS Runoff, Str 12 Isolator Row............................................................... 6 IDF Report.................................................................................................................... 7 1 2 3 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Project: Magnolia-WQ.gpw Friday, 01 / 8 / 2021 Hyd.Origin Description Legend 1 SCS Runoff Str 14 Isolator Row 2 SCS Runoff P-E (WQ) 3 SCS Runoff Str 12 Isolator Row Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 1.228 ------- ------- ------- ------- ------- ------- ------- Str 14 Isolator Row 2 SCS Runoff ------ 1.587 ------- ------- ------- ------- ------- ------- ------- P-E (WQ) 3 SCS Runoff ------ 0.096 ------- ------- ------- ------- ------- ------- ------- Str 12 Isolator Row Proj. file: Magnolia-WQ.gpw Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.228 1 717 2,826 ------ ------ ------ Str 14 Isolator Row 2 SCS Runoff 1.587 1 717 3,464 ------ ------ ------ P-E (WQ) 3 SCS Runoff 0.096 2 716 238 ------ ------ ------ Str 12 Isolator Row Magnolia-WQ.gpw Return Period: 1 Year Friday, 01 / 8 / 2021 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 1 Str 14 Isolator Row Hydrograph type = SCS Runoff Peak discharge = 1.228 cfs Storm frequency = 1 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 2,826 cuft Drainage area = 0.850 ac Curve number = 99 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 1.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 4 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Str 14 Isolator Row Hyd. No. 1 -- 1 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 2 P-E (WQ) Hydrograph type = SCS Runoff Peak discharge = 1.587 cfs Storm frequency = 1 yrs Time to peak = 717 min Time interval = 1 min Hyd. volume = 3,464 cuft Drainage area = 1.170 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 1.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 5 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) P-E (WQ) Hyd. No. 2 -- 1 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Hyd. No. 3 Str 12 Isolator Row Hydrograph type = SCS Runoff Peak discharge = 0.096 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 238 cuft Drainage area = 0.070 ac Curve number = 100 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 1.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 6 0 120 240 360 480 600 720 840 960 1080 1200 Q (cfs) 0.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 Q (cfs) Time (min) Str 12 Isolator Row Hyd. No. 3 -- 1 Year Hyd No. 3 Hydraflow Rainfall Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Friday, 01 / 8 / 2021 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 1.00 2.66 0.00 3.30 3.83 5.77 6.80 6.46 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 2.75 0.00 5.38 6.50 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 2.80 0.00 5.25 6.00 0.00 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jan 8 2021 Str. No. 12 Isolator Row Bypass Circular Diameter (ft) = 2.00 Invert Elev (ft) = 837.69 Slope (%) = 0.22 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 0.10 Highlighted Depth (ft) = 0.14 Q (cfs) = 0.100 Area (sqft) = 0.10 Velocity (ft/s) = 1.01 Wetted Perim (ft) = 1.08 Crit Depth, Yc (ft) = 0.11 Top Width (ft) = 1.03 EGL (ft) = 0.16 0 1 2 3 4 Elev (ft)Depth (ft)Section 837.00 -0.69 837.50 -0.19 838.00 0.31 838.50 0.81 839.00 1.31 839.50 1.81 840.00 2.31 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jan 8 2021 Str. No. 14 Isolator Row Bypass Circular Diameter (ft) = 2.00 Invert Elev (ft) = 837.69 Slope (%) = 0.40 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 1.23 Highlighted Depth (ft) = 0.38 Q (cfs) = 1.230 Area (sqft) = 0.42 Velocity (ft/s) = 2.93 Wetted Perim (ft) = 1.81 Crit Depth, Yc (ft) = 0.39 Top Width (ft) = 1.57 EGL (ft) = 0.51 0 1 2 3 4 Elev (ft)Depth (ft)Section 837.00 -0.69 837.50 -0.19 838.00 0.31 838.50 0.81 839.00 1.31 839.50 1.81 840.00 2.31 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Invert Elev (ft) Slope (%) N-Value Calculations Known QCompute by: = 1.80Known Q (cfs) Highlighted = 0.57Depth (ft) = 1.800Q (cfs) = 0.46Area (sqft) = 3.88Velocity (ft/s) = 1.71Wetted Perim (ft) = 0.57Crit Depth, Yc (ft) = 0.99Top Width (ft) = 0.80EGL (ft) 0 1 2 Elev (ft)Section 836.00 836.50 837.00 837.50 838.00 Reach (ft) Friday, March 19, 2021 Diameter (ft) = 1.00 Circular Str. No. 8 WQ Bypass 0.013 = 0.67= = 836.45 REV March 19, 2021 // Magnolia-Phase 1 Stormwater Calcs // PAGE 19 of 19 Appendix ‘E’: Storm Sewer Pipe & Inlet/Grate Calculations Runoff & Pipe Sizing Spreadsheet Project:Magnolia Condominiums Calculated By:DMS Date:REV 03.19.21 Downstream Structure Length (ft) Pipe Diameter (in) Pipe Material Invert Slope (%) Mannings Number n Catchment Area (ac) Pavement Runoff Coefficient C Pavement Catchment Area (ac) Roof Runoff Coefficient C Roof Catchment Area (ac) Grass Runoff Coefficient C Grass Total Area A (ac) Composite Coefficient C Tc (min) 10-yr Rainfall Intensity (i) in/hr 10-yr Q=CiA (cfs) Manual Flow Input Q (cfs) Total Area A (ac) Runoff Coefficient C Time in Upstream Pipe (min) Total Time of Concentration Tc (min) 10-yr Intensity I (in/hr) 10-yr Total Pipe Flow (cfs) Pipe Capacity Qmax (cfs) Pipe Velocity (ft/s) % of Full Flow Capacity (10-yr) 30 29 43 12 HDPE 2.79 0.012 0.00 0.85 0.00 0.90 0.02 0.20 0.02 0.20 5.00 6.12 0.03 0.00 0.02 0.20 0.00 5.00 6.12 0.03 6.45 8.21 0.42% 29 29A 13 12 HDPE 0.45 0.012 0.01 0.85 0.00 0.90 0.00 0.20 0.01 0.85 5.00 6.12 0.03 0.00 0.03 0.34 0.00 5.00 6.12 0.06 2.59 3.30 2.23% 29A 27A 53 12 RCP 0.41 0.013 0.05 0.28 0.09 5.09 6.10 0.08 2.28 2.90 3.72% 27 27A 66 12 RCP 0.41 0.013 0.09 0.85 0.00 0.90 0.01 0.20 0.10 0.79 5.00 6.12 0.51 0.00 0.10 0.79 0.00 5.00 6.12 0.51 2.28 2.90 22.15% 27A 26A 20 12 RCP 0.40 0.013 0.10 0.79 0.38 5.38 6.05 0.50 2.25 2.87 22.20% 28 26A 18 12 HDPE 0.40 0.012 0.00 0.85 0.00 0.90 0.01 0.20 0.01 0.20 5.00 6.12 0.01 0.00 0.01 0.20 0.00 5.00 6.12 0.01 2.44 3.11 0.29% 26 26A 18 12 HDPE 0.40 0.012 0.00 0.85 0.00 0.90 0.01 0.20 0.01 0.20 5.00 6.12 0.01 0.00 0.01 0.20 0.00 5.00 6.12 0.01 2.44 3.11 0.47% 26A 23 43 12 RCP 0.40 0.013 0.12 0.72 0.12 5.50 6.03 0.52 2.25 2.87 22.93% 24 23 18 6 PVC 2.00 0.012 0.00 0.85 0.12 0.90 0.00 0.20 0.12 0.90 5.00 6.12 0.67 0.00 0.12 0.90 0.00 5.00 6.12 0.67 0.86 4.38 77.72% 25 23 18 6 PVC 2.00 0.012 0.00 0.85 0.12 0.90 0.00 0.20 0.12 0.90 5.00 6.12 0.67 0.00 0.12 0.90 0.00 5.00 6.12 0.67 0.86 4.38 77.72% 23 15 53 12 RCP 0.41 0.013 0.36 0.84 0.25 5.75 5.99 1.82 2.28 2.90 79.80% 17 16 35 12 HDPE 0.40 0.012 0.00 0.85 0.00 0.90 0.02 0.20 0.02 0.20 5.00 6.12 0.02 0.00 0.02 0.20 0.00 5.00 6.12 0.02 2.44 3.11 0.88% 16 15 93 12 HDPE 0.40 0.012 0.00 0.85 0.00 0.90 0.02 0.20 0.02 0.20 5.00 6.12 0.02 0.00 0.04 0.20 0.19 5.19 6.09 0.05 2.44 3.11 1.89% 22 21 37 12 HDPE 0.40 0.012 0.00 0.85 0.00 0.90 0.01 0.20 0.01 0.20 5.00 6.12 0.01 0.00 0.01 0.20 0.00 5.00 6.12 0.01 2.44 3.11 0.42% 21 20 37 12 HDPE 0.40 0.012 0.01 0.85 0.00 0.90 0.00 0.20 0.01 0.85 5.00 6.12 0.03 0.00 0.01 0.47 0.20 5.20 6.08 0.04 2.44 3.11 1.68% 20 18 49 12 HDPE 0.41 0.012 0.00 0.85 0.00 0.90 0.01 0.20 0.01 0.20 5.00 6.12 0.01 0.00 0.02 0.39 0.20 5.40 6.05 0.05 2.47 3.15 1.93% 19 18 18 6 PVC 2.00 0.012 0.00 0.85 0.12 0.90 0.00 0.20 0.12 0.90 5.00 6.12 0.67 0.00 0.12 0.90 0.00 5.00 6.12 0.67 0.86 4.38 77.72% 18 15 52 12 RCP 0.41 0.013 0.14 0.83 0.26 5.66 6.00 0.70 2.28 2.90 30.83% 15 14 14 15 RCP 0.70 0.013 0.25 0.85 0.00 0.90 0.02 0.20 0.28 0.80 5.00 6.12 1.35 0.00 0.82 0.79 0.30 6.05 5.93 3.85 5.40 4.40 71.29% 14 UG Detention 5 24 HDPE 0.40 0.012 0.82 0.79 0.05 6.10 5.92 3.84 15.50 4.93 24.80% 13 12 88 12 HDPE 0.35 0.012 0.07 0.85 0.00 0.90 0.01 0.20 0.07 0.79 5.00 6.12 0.36 0.00 0.07 0.79 0.00 5.00 6.12 0.36 2.28 2.91 15.86% 12 UG Detention 8 24 HDPE 0.22 0.012 0.07 0.79 0.50 5.50 6.03 0.36 11.49 3.66 3.10% 11 UG Detention 12 6 PVC 10.00 0.012 0.00 0.85 0.12 0.90 0.00 0.20 0.12 0.90 5.00 6.12 0.67 0.00 0.12 0.90 0.00 5.00 6.12 0.67 1.92 9.79 34.81% 10 UG Detention 6 12 HDPE 0.92 0.012 0.11 0.85 0.00 0.90 0.02 0.20 0.13 0.75 5.00 6.12 0.61 0.00 0.13 0.75 0.00 5.00 6.12 0.61 3.70 4.71 16.40% 9 8 45 12 RCP 0.67 0.013 1.02 1.02 2.92 3.71 34.93% 8 7 6 12 RCP 0.67 0.013 1.02 1.02 2.92 3.71 34.93% 7 6 6 12 RCP 0.67 0.013 1.02 1.02 2.92 3.71 34.93% 6 2 50 12 RCP 1.05 0.013 1.02 1.02 3.65 4.65 27.95% 5 4 100 12 HDPE 0.30 0.012 0.00 0.85 0.00 0.90 0.03 0.20 0.03 0.20 5.00 6.12 0.04 0.00 0.03 0.20 0.00 5.00 6.12 0.04 2.11 2.69 1.67% 4 3 100 12 HDPE 0.30 0.012 0.00 0.85 0.00 0.90 0.05 0.20 0.05 0.20 5.00 6.12 0.07 0.00 0.08 0.20 0.62 5.62 6.01 0.10 2.11 2.69 4.75% 3 2 14 12 HDPE 0.44 0.012 0.00 0.85 0.00 0.90 0.03 0.20 0.03 0.20 5.00 6.12 0.04 0.00 0.11 0.20 0.62 6.24 5.90 0.13 2.56 3.26 5.27% 2 1 63 12 RCP 0.46 0.013 0.07 0.85 0.00 0.90 0.01 0.20 0.09 0.74 5.00 6.12 0.39 1.02 0.20 0.43 0.07 6.31 5.88 1.53 2.42 3.08 63.28% 1 Offsite 38 12 RCP 0.45 0.013 0.05 0.85 0.00 0.90 0.03 0.20 0.09 0.59 5.00 6.12 0.31 1.02 0.29 0.48 0.34 6.65 5.82 1.82 2.39 3.04 76.32% NOTE: Manual input flow Q shown above for Str. No. 9, 7, 6, 2 and 1 represents the 10-yr release rate from the underground detention basin. ` NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED Pipe AnalysisContributing Watershed DataInlet Watershed Data Structure Pipe Data NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED NO INLET WATERSHED 168 Inlet Capacity Worksheet Project:Magnolia Condominiums Calculated By:DMS Date:REV 03.19.21 Type Width (ft)Length (ft)P (ft)A (sq. ft.) 3287-10V 1.14 2.71 5.50 2.10 2561-A 6.70 1.20 2556 6.70 1.50 3501-TL 1.96 2.17 4.60 1.40 12" Nyloplast Dome Grate 0.96 0.58 12" Nyloplast Ped. Grate 1.35 1.35 2.81 0.56 1 2561-A 0.31 0.47 3.35 0.60 0.3 1.65 0.10 0.01 0.13 0.03 2 3287-10V 0.39 0.58 2.75 1.05 0.3 1.36 0.13 0.01 0.17 0.01 3 12" Nyloplast Dome Grate 0.04 0.06 0.48 0.29 0.3 0.24 0.09 0.00 0.12 0.00 4 12" Nyloplast Dome Grate 0.07 0.10 0.48 0.29 0.3 0.24 0.13 0.00 0.17 0.00 5 12" Nyloplast Dome Grate 0.04 0.05 0.48 0.29 0.3 0.24 0.08 0.00 0.11 0.00 10 3501-TL 0.61 0.90 2.30 0.70 0.29 1.08 0.20 0.03 0.26 0.07 13 3287-10V 0.36 0.54 2.75 1.05 0.3 1.36 0.12 0.00 0.16 0.01 15 2556 1.35 2.01 3.35 0.75 0.44 2.43 0.26 0.14 0.34 0.30 16 12" Nyloplast Dome Grate 0.02 0.04 0.48 0.29 0.3 0.24 0.07 0.00 0.09 0.00 100-yr Actual Ponding (Orifice Equ) 100-yr Actual Ponding (Weir Equ) 10-yr Actual Ponding (Orifice Equ) Inlet Casting Information Casting TypeStructure 10-yr Inlet Watershed Flow (cfs) 10-yr Actual Ponding (Weir Equ) 2.15 (dia.) 2.15 (dia.) Max. Allowable Flow w/ 50% Clogged (cfs) Max. Allowable Ponding (ft) 50% Wetted Perimeter (ft.) 1.12 (dia.) 50% Open Area (sq. ft.) 100-yr Inlet Watershed Flow (cfs)