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HomeMy WebLinkAboutDrainage Report Project: STUDIO M OFFICE 0 Veteran’s Way Carmel, Indiana 46032 Prepared For: STUDIO M ARCHITECTURE 2 West Main Street Carmel, IN 46032 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Aaron Hurt, PE, AICP CEC Project 315-285 NOVEMBER 2021 DECEMBER 2021 Drainage Report -ii- Studio M Office December 2021 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................1 2.1 Existing conditions.................................................................................................. 1 2.1.1 FEMA Map ..................................................................................................1 2.1.2 Watershed Description .................................................................................1 2.1.3 Soils Map .....................................................................................................1 3.0 STORMWATER DESIGN ...............................................................................................1 3.1 Stormwater Management ........................................................................................ 2 3.1.1 Runoff Curve Number (CN) Determination ................................................2 3.1.2 Outlet Control Structure ...............................................................................3 3.1.3 Water Quality Treatment .............................................................................3 4.0 CONCLUSION ..................................................................................................................3 5.0 REFERENCES ...................................................................................................................3 APPENDICES Appendix A – FEMA Firm Map Appendix B – Soils Map Appendix C – Existing & Proposed Watershed Maps Appendix D – Storm Sewer Sizing Calculations Appendix E – Existing HydroCAD Output Appendix F – Proposed HydroCAD Output Appendix G – Water Quality Calculations -1- Studio M Office December 2021 1.0 REPORT OVERVIEW This report establishes the stormwater quantity and quality requirements for the proposed Studio M Office project located at 0 Veteran’s Way. The existing site is currently a 1-story office building. The proposed improvements to the site include a multi-story office building and parking lot. Stormwater will be conveyed into a storm sewer network on site and into underground detention pipes. The proposed improvements will provide stormwater detention and water quality treatment. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is located at the northeast corner of Veteran’s Way and 3rd Street. The existing site’s subject parcel includes an office building. Stormwater from the site drains on the surface west into the 30” storm sewer in Veteran’s Way. The existing drainage basin map Figure C-1 delineates the drainage areas in Appendix C. The existing discharge rates for the full site are summarized in Table 1. 2.1.1 FEMA Map The project site is located within the FEMA Community Panel Map #18057C0207G dated November 19, 2014 which indicates the site is located within the Flood Designation ‘Zone X, Area of minimal flood hazard.” The FEMA Map with determined Base Flood Elevations (BFE) is included in Appendix A. 2.1.2 Watershed Description The project site drains to the Cool Creek-Grassy Branch/Little Cool Creek watershed as provided on the IndianaMap GIS system and identified with a 14-digit Hydrologic Unit Code (HUC) of 05120201090030. 2.1.3 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix B. 3.0 STORMWATER DESIGN The proposed site is approximately 0.38 acres and proposes to construct an office building, connecting sidewalks, and underground stormwater detention pipes. The impervious area of the site will increase by approximately 9,016 square feet (0.207 acres). -2- Studio M Office December 2021 An underground network of storm sewers is proposed and was sized for the 10-Year event under open channel flow conditions. Inlet overtopping is not anticipated. Calculations can be found in in Appendix D. Runoff from the proposed 0.38 acre site will be contained within the proposed stormwater detention. The total required detention was sized to be 5,423 cf. The proposed detention provided is 6,526 cf to allow for 10% storage for sediment collection. Due to direct discharge from the site that is not able to be captured, the proposed runoff rates cannot meet the allowable release rates. The actual runoff rates for the site are less than the existing runoff rates. See Table 1 below for the complete list of runoff rates. Refer to the proposed drainage maps Figures C-1 & C-2 in Appendix C. 3.1 STORMWATER MANAGEMENT 3.1.1 Runoff Curve Number (CN) Determination For impervious areas such as buildings and pavement, a CN value of 98 was used. The HydroCAD reports in Appendix E and Appendix F show the calculated CN values as well as time of concentration for each site basin. Rainfall depths in the City of Carmel Technical Standards Manual were used to develop the basin hydrographs. Proposed Detention Area % Impervious (CN=98) = 89.2 % Pervious (CN=80) = 10.8 = 89.2% × 98 + 10.8% × 80 = 96 The HydroCAD report for the proposed conditions is included in Appendix E. Table 1: Discharge Rate Comparison Peak Runoff Rate (cfs) Site Designation 2-Year 10-Year 100-Year Pre-Developed 1.07 1.60 3.13 Allowable Discharge Rates* 0.04 0.04 0.11 Proposed Discharge Rates 0.13 0.18 0.33 Actual Discharge Rates (6-inch orifice) 0.84 1.04 1.51 *0.1 cfs per acre for 10-year storm; 0.3 cfs per acre for 100-year storm Proposed HydroCAD reports can be seen in Appendix F. -3- Studio M Office December 2021 3.1.2 Outlet Control Structure The system will discharge to an outlet structure which regulates the discharge rate from the detention system to maintain rates at or below the allowable rates. The orifice sizes to detain the runoff were sized to 0.5” at an elevation of 816.70 and a 0.5” orifice at an elevation of 820.80. The actual orifice sizes will be a minimum of 6-inches per the Stormwater manual. The system will discharge to the storm sewer system in Veteran’s Way. Calculations can be found in Appendix F. 3.1.3 Water Quality Treatment The water quality treatment is being provided by the proposed Aqua Swirl water quality treatment unit and storage settlement sump in the detention pipes. The water quality unit has been sized using the water quality calculations in section 700 of the City of Carmel Stormwater Technical Standards Manual. The drainage area is treated by an XC-2 mechanical BMP prior to detention. The calculations are included in Appendix H. 4.0 CONCLUSION The proposed project will be served with adequate water quality facilities in accordance with the City of Carmel Stormwater Specification Manual. No adverse impacts are expected for upstream or downstream property owners. 5.0 REFERENCES 1. USDA NRCS Web Soil Survey 2. U.S. Geological Survey, IndianaMap website 3. FEMA Flood Insurance Rate Maps, FEMA website 4. City of Carmel Stormwater Technical Standards Specifications Manual APPENDIX A FEMA FIRM 1DWLRQDO)ORRG+D]DUG/D\HU),50HWWH ˘˘˘ )HHW ı 6((),65(3257)25'(7$,/('/(*(1'$1',1'(;0$3)25),503$1(//$<287 63(&,$/)/22' +$=$5'$5($6 :LWKRXW%DVH)ORRG(OHYDWLRQ%)( =RQH$9$˝˝ :LWK%)(RU'HSWK =RQH$($2$+9($5 5HJXODWRU\)ORRGZD\ $QQXDO&KDQFH)ORRG+D]DUG$UHDV RIDQQXDOFKDQFHIORRGZLWKDYHUDJH GHSWKOHVVWKDQRQHIRRWRUZLWKGUDLQDJH DUHDVRIOHVVWKDQRQHVTXDUHPLOH =RQH; )XWXUH&RQGLWLRQV$QQXDO &KDQFH)ORRG+D]DUG =RQH; $UHDZLWK5HGXFHG)ORRG5LVNGXHWR /HYHH6HH1RWHV =RQH; $UHDZLWK)ORRG5LVNGXHWR/HYHH =RQH' 126&5((1 $UHDRI0LQLPDO)ORRG+D]DUG =RQH; $UHDRI8QGHWHUPLQHG)ORRG+D]DUG =RQH' &KDQQHO&XOYHUWRU6WRUP6HZHU /HYHH'LNHRU)ORRGZDOO &URVV6HFWLRQVZLWK$QQXDO&KDQFH ˆ˘:DWHU6XUIDFH(OHYDWLRQ &RDVWDO7UDQVHFW &RDVWDO7UDQVHFW%DVHOLQH 3URILOH%DVHOLQH +\GURJUDSKLF)HDWXUH %DVH)ORRG(OHYDWLRQ/LQH%)( (IIHFWLYH/205V /LPLWRI6WXG\ -XULVGLFWLRQ%RXQGDU\ 'LJLWDO'DWD$YDLODEOH 1R'LJLWDO'DWD$YDLODEOH 8QPDSSHG 7KLVPDSFRPSOLHVZLWK)(0$VVWDQGDUGVIRUWKHXVHRI GLJLWDOIORRGPDSVLILWLVQRWYRLGDVGHVFULEHGEHORZ 7KHEDVHPDSVKRZQFRPSOLHVZLWK)(0$VEDVHPDS DFFXUDF\VWDQGDUGV 7KHIORRGKD]DUGLQIRUPDWLRQLVGHULYHGGLUHFWO\IURPWKH DXWKRULWDWLYH1)+/ZHEVHUYLFHVSURYLGHGE\)(0$7KLVPDS ZDVH[SRUWHGRQ ˇDW˙˛˘$0 DQGGRHVQRW UHIOHFWFKDQJHVRUDPHQGPHQWVVXEVHTXHQWWRWKLVGDWHDQG WLPH7KH1)+/DQGHIIHFWLYHLQIRUPDWLRQPD\FKDQJHRU EHFRPHVXSHUVHGHGE\QHZGDWDRYHUWLPH 7KLVPDSLPDJHLVYRLGLIWKHRQHRUPRUHRIWKHIROORZLQJPDS HOHPHQWVGRQRWDSSHDU˛EDVHPDSLPDJHU\IORRG]RQHODEHOV OHJHQGVFDOHEDUPDSFUHDWLRQGDWHFRPPXQLW\LGHQWLILHUV ),50SDQHOQXPEHUDQG),50HIIHFWLYHGDWH0DSLPDJHVIRU XQPDSSHGDQGXQPRGHUQL]HGDUHDVFDQQRWEHXVHGIRU UHJXODWRU\SXUSRVHV /HJHQG 27+(5$5($62) )/22'+$=$5' 27+(5$5($6 *(1(5$/ 6758&785(6 27+(5 )($785(6 0$33$1(/6 ˙ % 7KHSLQGLVSOD\HGRQWKHPDSLVDQDSSUR[LPDWH SRLQWVHOHFWHGE\WKHXVHUDQGGRHVQRWUHSUHVHQW DQDXWKRULWDWLYHSURSHUW\ORFDWLRQ ˛ˇ ˙ˇ…˙:˝…˘˙ˆ1 ˙ˇ…ˆ:˝…˘˙˝1 %DVHPDS˛86*61DWLRQDO0DS˛2UWKRLPDJHU\˛'DWDUHIUHVKHG2FWREHU APPENDIX B SOILS MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service November 18, 2021 9 Custom Soil Resource Report Soil Map 44254384425446442545444254624425470442547844254864425438442544644254544425462442547044254784425486574414 574422 574430 574438 574446 574454 574462 574470 574478 574486 574494 574414 574422 574430 574438 574446 574454 574462 574470 574478 574486 574494 39° 58' 34'' N 86° 7' 42'' W39° 58' 34'' N86° 7' 39'' W39° 58' 32'' N 86° 7' 42'' W39° 58' 32'' N 86° 7' 39'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 15 30 60 90 Feet 0 5 10 20 30 Meters Map Scale: 1:373 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Or Orthents 0.0 0.4% UbaA Urban land-Brookston complex, 0 to 2 percent slopes 0.5 99.6% Totals for Area of Interest 0.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 Hamilton County, Indiana Or—Orthents Map Unit Setting National map unit symbol: 5dbc Elevation: 720 to 980 feet Mean annual precipitation: 36 to 42 inches Mean annual air temperature: 49 to 52 degrees F Frost-free period: 175 to 185 days Farmland classification: Not prime farmland Map Unit Composition Orthents and similar soils:98 percent Minor components:2 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Orthents Setting Landform:Terraces, till plains Properties and qualities Slope:6 to 12 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Unranked Minor Components Water Percent of map unit:2 percent Hydric soil rating: No UbaA—Urban land-Brookston complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y48h Elevation: 640 to 930 feet Mean annual precipitation: 36 to 42 inches Mean annual air temperature: 49 to 53 degrees F Frost-free period: 175 to 185 days Custom Soil Resource Report 13 Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Brookston, drained, and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Unranked Description of Brookston, Drained Setting Landform:Depressions on till plains Landform position (two-dimensional):Footslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loess over loamy till Typical profile H1 - 0 to 14 inches: silty clay loam H2 - 14 to 54 inches: clay loam H3 - 54 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY007IN - Till Depression Flatwood Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Custom Soil Resource Report 14 APPENDIX C EXISTING & PROPOSED WATERSHED MAPS DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: EXISTING DRAINAGE MAP 315-2851" = 20'NOV. 2021 AML NPJ ACH C-1 STUDIO M ARCHITECTURE STUDIO M OFFICE BUILDING 0 VETERANS WAY REFERENCE 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH STUDIO M OFFICE BUILDING 3-STORY FFE = 827.67 DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PROPOSED DRAINAGE MAP 315-2851" = 20'DEC. 2021 NPJ ACH C-2 STUDIO M ARCHITECTURE STUDIO M OFFICE BUILDING 0 VETERANS WAY REFERENCE 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH STUDIO M OFFICE BUILDING 3-STORY FFE = 827.67 DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PROPOSED DRAINAGE MAP 315-2851" = 20'DEC. 2021 NPJ ACH C-3 STUDIO M ARCHITECTURE STUDIO M OFFICE BUILDING 0 VETERANS WAY REFERENCE 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:NPJ Project Name:Studio M Office Date:12/28/21 CEC Project No.:315-895 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.20 BASINS 400 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,432 513 2,945 0.07 0.74 408 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 646 396 1,042 0.02 0.60 409 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 117 664 781 0.02 0.30 410 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,489 593 3,082 0.07 0.72 RD-1 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 10,086 0 0 10,086 0.23 0.90 All Watertight Roof Surfaces = Pavement = Slightly Pervious Soil (with Turf) = APPENDIX E EXISTING HYDROCAD OUTPUT X-S X-SITE Routing Diagram for 315-285 X-Site Prepared by CEC, Printed 11/26/2021 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"315-285 X-Site Printed 11/26/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment X-S: X-SITE Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 1.07 0.050 1.58 10 YR 1.60 0.076 2.39 100 YR 3.13 0.154 4.85 315-285 X-Site Printed 11/26/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.259 80 >75% Grass cover, Good, HSG D (X-S) 0.121 98 Paved parking, HSG D (X-S) 0.380 86 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"315-285 X-Site Printed 11/26/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment X-S: X-SITE Runoff = 1.07 cfs @ 11.96 hrs, Volume= 0.050 af, Depth= 1.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.259 80 >75% Grass cover, Good, HSG D 0.121 98 Paved parking, HSG D 0.380 86 Weighted Average 0.259 68.16% Pervious Area 0.121 31.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment X-S: X-SITE Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.380 ac Runoff Volume=0.050 af Runoff Depth=1.58" Tc=5.0 min CN=86 1.07 cfs Type II 24-hr 10 YR Rainfall=3.83"315-285 X-Site Printed 11/26/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment X-S: X-SITE Runoff = 1.60 cfs @ 11.96 hrs, Volume= 0.076 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.259 80 >75% Grass cover, Good, HSG D 0.121 98 Paved parking, HSG D 0.380 86 Weighted Average 0.259 68.16% Pervious Area 0.121 31.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment X-S: X-SITE Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.380 ac Runoff Volume=0.076 af Runoff Depth=2.39" Tc=5.0 min CN=86 1.60 cfs Type II 24-hr 100 YR Rainfall=6.46"315-285 X-Site Printed 11/26/2021Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment X-S: X-SITE Runoff = 3.13 cfs @ 11.95 hrs, Volume= 0.154 af, Depth= 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.259 80 >75% Grass cover, Good, HSG D 0.121 98 Paved parking, HSG D 0.380 86 Weighted Average 0.259 68.16% Pervious Area 0.121 31.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment X-S: X-SITE Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.380 ac Runoff Volume=0.154 af Runoff Depth=4.85" Tc=5.0 min CN=86 3.13 cfs APPENDIX F PROPOSED HYDROCAD OUTPUT DD Direct Discharge P-S P-Site DET DETENTIONVW Veteran's Way Routing Diagram for 315-285 P-Site Prepared by CEC, Printed 12/28/2021 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site Printed 12/28/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Link VW: Veteran's Way Event Inflow (cfs) Primary (cfs) Depth (inches) 2 YR 0.13 0.13 1.26 10 YR 0.18 0.18 1.56 100 YR 0.33 0.33 3.08 Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site Printed 12/28/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond DET: DETENTION Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 1.32 0.01 819.79 2,492 10 YR 1.78 0.01 820.88 3,501 100 YR 3.07 0.03 824.45 6,071 315-285 P-Site Printed 12/28/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.052 80 >75% Grass cover, Good, HSG D (DD, P-S) 0.328 98 Impervious (DD, P-S) 0.380 96 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.12 cfs @ 11.95 hrs, Volume= 0.006 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.015 80 >75% Grass cover, Good, HSG D * 0.021 98 Impervious 0.036 91 Weighted Average 0.015 41.67% Pervious Area 0.021 58.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.036 ac Runoff Volume=0.006 af Runoff Depth=1.98" Tc=5.0 min CN=91 0.12 cfs Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 1.32 cfs @ 11.96 hrs, Volume= 0.070 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.037 80 >75% Grass cover, Good, HSG D * 0.307 98 Impervious 0.344 96 Weighted Average 0.037 10.76% Pervious Area 0.307 89.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.344 ac Runoff Volume=0.070 af Runoff Depth=2.45" Tc=5.9 min CN=96 1.32 cfs Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond DET: DETENTION Inflow Area = 0.344 ac, 89.24% Impervious, Inflow Depth = 2.45" for 2 YR event Inflow = 1.32 cfs @ 11.96 hrs, Volume= 0.070 af Outflow = 0.01 cfs @ 22.84 hrs, Volume= 0.034 af, Atten= 99%, Lag= 652.6 min Primary = 0.01 cfs @ 22.84 hrs, Volume= 0.034 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 819.79' @ 22.84 hrs Surf.Area= 1,080 sf Storage= 2,492 cf Plug-Flow detention time= 1,045.2 min calculated for 0.034 af (48% of inflow) Center-of-Mass det. time= 927.9 min ( 1,701.3 - 773.4 ) Volume Invert Avail.Storage Storage Description #1 816.70' 1,985 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,504 cf Overall - 4,541 cf Embedded = 4,963 cf x 40.0% Voids #2 816.70' 4,541 cf 84.0" Round Pipe Storage Inside #1 L= 118.0' 6,526 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 816.70 1,080 0 0 825.50 1,080 9,504 9,504 Device Routing Invert Outlet Devices #1 Primary 816.70'15.0" Round Culvert L= 4.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.70' / 816.69' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 816.70'0.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 820.80'0.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.01 cfs @ 22.84 hrs HW=819.79' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 11.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 8.43 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond DET: DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.344 ac Peak Elev=819.79' Storage=2,492 cf 1.32 cfs 0.01 cfs Pond DET: DETENTION Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000Elevation (feet)825 824 823 822 821 820 819 818 817 Custom Stage Data + Pipe Storage Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Link VW: Veteran's Way Inflow Area = 0.380 ac, 86.32% Impervious, Inflow Depth > 1.26" for 2 YR event Inflow = 0.13 cfs @ 11.95 hrs, Volume= 0.040 af Primary = 0.13 cfs @ 11.95 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link VW: Veteran's Way Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.380 ac 0.13 cfs 0.13 cfs Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.17 cfs @ 11.95 hrs, Volume= 0.009 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.015 80 >75% Grass cover, Good, HSG D * 0.021 98 Impervious 0.036 91 Weighted Average 0.015 41.67% Pervious Area 0.021 58.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.036 ac Runoff Volume=0.009 af Runoff Depth=2.85" Tc=5.0 min CN=91 0.17 cfs Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 1.78 cfs @ 11.96 hrs, Volume= 0.097 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.037 80 >75% Grass cover, Good, HSG D * 0.307 98 Impervious 0.344 96 Weighted Average 0.037 10.76% Pervious Area 0.307 89.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.344 ac Runoff Volume=0.097 af Runoff Depth=3.37" Tc=5.9 min CN=96 1.78 cfs Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond DET: DETENTION Inflow Area = 0.344 ac, 89.24% Impervious, Inflow Depth = 3.37" for 10 YR event Inflow = 1.78 cfs @ 11.96 hrs, Volume= 0.097 af Outflow = 0.01 cfs @ 23.35 hrs, Volume= 0.041 af, Atten= 99%, Lag= 683.5 min Primary = 0.01 cfs @ 23.35 hrs, Volume= 0.041 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 820.88' @ 23.35 hrs Surf.Area= 1,080 sf Storage= 3,501 cf Plug-Flow detention time= 1,056.5 min calculated for 0.041 af (42% of inflow) Center-of-Mass det. time= 924.8 min ( 1,690.2 - 765.4 ) Volume Invert Avail.Storage Storage Description #1 816.70' 1,985 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,504 cf Overall - 4,541 cf Embedded = 4,963 cf x 40.0% Voids #2 816.70' 4,541 cf 84.0" Round Pipe Storage Inside #1 L= 118.0' 6,526 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 816.70 1,080 0 0 825.50 1,080 9,504 9,504 Device Routing Invert Outlet Devices #1 Primary 816.70'15.0" Round Culvert L= 4.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.70' / 816.69' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 816.70'0.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 820.80'0.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.01 cfs @ 23.35 hrs HW=820.88' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 13.92 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 9.82 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 1.15 fps) Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond DET: DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.344 ac Peak Elev=820.88' Storage=3,501 cf 1.78 cfs 0.01 cfs Pond DET: DETENTION Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000Elevation (feet)825 824 823 822 821 820 819 818 817 Custom Stage Data + Pipe Storage Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Link VW: Veteran's Way Inflow Area = 0.380 ac, 86.32% Impervious, Inflow Depth > 1.56" for 10 YR event Inflow = 0.18 cfs @ 11.95 hrs, Volume= 0.049 af Primary = 0.18 cfs @ 11.95 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link VW: Veteran's Way Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.380 ac 0.18 cfs 0.18 cfs Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.32 cfs @ 11.95 hrs, Volume= 0.016 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.015 80 >75% Grass cover, Good, HSG D * 0.021 98 Impervious 0.036 91 Weighted Average 0.015 41.67% Pervious Area 0.021 58.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.036 ac Runoff Volume=0.016 af Runoff Depth=5.41" Tc=5.0 min CN=91 0.32 cfs Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 3.07 cfs @ 11.96 hrs, Volume= 0.172 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.037 80 >75% Grass cover, Good, HSG D * 0.307 98 Impervious 0.344 96 Weighted Average 0.037 10.76% Pervious Area 0.307 89.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.344 ac Runoff Volume=0.172 af Runoff Depth=5.99" Tc=5.9 min CN=96 3.07 cfs Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond DET: DETENTION Inflow Area = 0.344 ac, 89.24% Impervious, Inflow Depth = 5.99" for 100 YR event Inflow = 3.07 cfs @ 11.96 hrs, Volume= 0.172 af Outflow = 0.03 cfs @ 19.78 hrs, Volume= 0.081 af, Atten= 99%, Lag= 469.2 min Primary = 0.03 cfs @ 19.78 hrs, Volume= 0.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 824.45' @ 19.78 hrs Surf.Area= 1,080 sf Storage= 6,071 cf Plug-Flow detention time= 1,038.7 min calculated for 0.081 af (47% of inflow) Center-of-Mass det. time= 909.3 min ( 1,661.9 - 752.6 ) Volume Invert Avail.Storage Storage Description #1 816.70' 1,985 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,504 cf Overall - 4,541 cf Embedded = 4,963 cf x 40.0% Voids #2 816.70' 4,541 cf 84.0" Round Pipe Storage Inside #1 L= 118.0' 6,526 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 816.70 1,080 0 0 825.50 1,080 9,504 9,504 Device Routing Invert Outlet Devices #1 Primary 816.70'15.0" Round Culvert L= 4.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.70' / 816.69' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 816.70'0.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 820.80'0.5" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.03 cfs @ 19.78 hrs HW=824.45' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.03 cfs of 19.71 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 13.38 fps) 3=Orifice/Grate (Orifice Controls 0.01 cfs @ 9.17 fps) Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond DET: DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=0.344 ac Peak Elev=824.45' Storage=6,071 cf 3.07 cfs 0.03 cfs Pond DET: DETENTION Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000Elevation (feet)825 824 823 822 821 820 819 818 817 Custom Stage Data + Pipe Storage Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site Printed 12/28/2021Prepared by CEC Page 17HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Link VW: Veteran's Way Inflow Area = 0.380 ac, 86.32% Impervious, Inflow Depth > 3.08" for 100 YR event Inflow = 0.33 cfs @ 11.95 hrs, Volume= 0.097 af Primary = 0.33 cfs @ 11.95 hrs, Volume= 0.097 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link VW: Veteran's Way Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.380 ac 0.33 cfs 0.33 cfs Actual (6" orifice) DD Direct Discharge P-S P-Site DET DETENTIONVW Veteran's Way Routing Diagram for 315-285 P-Site - 6 in Prepared by CEC, Printed 12/28/2021 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.052 80 >75% Grass cover, Good, HSG D (DD, P-S) 0.328 98 Impervious (DD, P-S) 0.380 96 TOTAL AREA Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Link VW: Veteran's Way Event Inflow (cfs) Primary (cfs) Depth (inches) 2 YR 0.84 0.84 2.41 10 YR 1.04 1.04 3.32 100 YR 1.51 1.51 5.93 Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond DET: DETENTION Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 1.32 0.77 817.61 599 10 YR 1.78 0.94 817.93 857 100 YR 3.07 1.32 818.90 1,682 Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.12 cfs @ 11.95 hrs, Volume= 0.006 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.015 80 >75% Grass cover, Good, HSG D * 0.021 98 Impervious 0.036 91 Weighted Average 0.015 41.67% Pervious Area 0.021 58.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.036 ac Runoff Volume=0.006 af Runoff Depth=1.98" Tc=5.0 min CN=91 0.12 cfs Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 1.32 cfs @ 11.96 hrs, Volume= 0.070 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.037 80 >75% Grass cover, Good, HSG D * 0.307 98 Impervious 0.344 96 Weighted Average 0.037 10.76% Pervious Area 0.307 89.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.344 ac Runoff Volume=0.070 af Runoff Depth=2.45" Tc=5.9 min CN=96 1.32 cfs Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond DET: DETENTION Inflow Area = 0.344 ac, 89.24% Impervious, Inflow Depth = 2.45" for 2 YR event Inflow = 1.32 cfs @ 11.96 hrs, Volume= 0.070 af Outflow = 0.77 cfs @ 12.05 hrs, Volume= 0.070 af, Atten= 42%, Lag= 5.4 min Primary = 0.77 cfs @ 12.05 hrs, Volume= 0.070 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 817.61' @ 12.05 hrs Surf.Area= 1,080 sf Storage= 599 cf Plug-Flow detention time= 22.0 min calculated for 0.070 af (100% of inflow) Center-of-Mass det. time= 22.4 min ( 795.8 - 773.4 ) Volume Invert Avail.Storage Storage Description #1 816.70' 1,985 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,504 cf Overall - 4,541 cf Embedded = 4,963 cf x 40.0% Voids #2 816.70' 4,541 cf 84.0" Round Pipe Storage Inside #1 L= 118.0' 6,526 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 816.70 1,080 0 0 825.50 1,080 9,504 9,504 Device Routing Invert Outlet Devices #1 Primary 816.70'15.0" Round Culvert L= 4.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.70' / 816.69' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 816.70'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 820.50'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.77 cfs @ 12.05 hrs HW=817.61' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.77 cfs of 2.34 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.77 cfs @ 3.90 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond DET: DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.344 ac Peak Elev=817.61' Storage=599 cf 1.32 cfs 0.77 cfs Pond DET: DETENTION Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000Elevation (feet)825 824 823 822 821 820 819 818 817 Custom Stage Data + Pipe Storage Type II 24-hr 2 YR Rainfall=2.90"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Link VW: Veteran's Way Inflow Area = 0.380 ac, 86.32% Impervious, Inflow Depth = 2.41" for 2 YR event Inflow = 0.84 cfs @ 12.02 hrs, Volume= 0.076 af Primary = 0.84 cfs @ 12.02 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link VW: Veteran's Way Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.380 ac 0.84 cfs 0.84 cfs Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.17 cfs @ 11.95 hrs, Volume= 0.009 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.015 80 >75% Grass cover, Good, HSG D * 0.021 98 Impervious 0.036 91 Weighted Average 0.015 41.67% Pervious Area 0.021 58.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.036 ac Runoff Volume=0.009 af Runoff Depth=2.85" Tc=5.0 min CN=91 0.17 cfs Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 1.78 cfs @ 11.96 hrs, Volume= 0.097 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.037 80 >75% Grass cover, Good, HSG D * 0.307 98 Impervious 0.344 96 Weighted Average 0.037 10.76% Pervious Area 0.307 89.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.344 ac Runoff Volume=0.097 af Runoff Depth=3.37" Tc=5.9 min CN=96 1.78 cfs Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond DET: DETENTION Inflow Area = 0.344 ac, 89.24% Impervious, Inflow Depth = 3.37" for 10 YR event Inflow = 1.78 cfs @ 11.96 hrs, Volume= 0.097 af Outflow = 0.94 cfs @ 12.06 hrs, Volume= 0.097 af, Atten= 47%, Lag= 5.9 min Primary = 0.94 cfs @ 12.06 hrs, Volume= 0.097 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 817.93' @ 12.06 hrs Surf.Area= 1,080 sf Storage= 857 cf Plug-Flow detention time= 20.3 min calculated for 0.097 af (100% of inflow) Center-of-Mass det. time= 20.7 min ( 786.1 - 765.4 ) Volume Invert Avail.Storage Storage Description #1 816.70' 1,985 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,504 cf Overall - 4,541 cf Embedded = 4,963 cf x 40.0% Voids #2 816.70' 4,541 cf 84.0" Round Pipe Storage Inside #1 L= 118.0' 6,526 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 816.70 1,080 0 0 825.50 1,080 9,504 9,504 Device Routing Invert Outlet Devices #1 Primary 816.70'15.0" Round Culvert L= 4.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.70' / 816.69' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 816.70'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 820.50'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.93 cfs @ 12.06 hrs HW=817.92' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.93 cfs of 3.86 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.93 cfs @ 4.75 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond DET: DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.344 ac Peak Elev=817.93' Storage=857 cf 1.78 cfs 0.94 cfs Pond DET: DETENTION Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000Elevation (feet)825 824 823 822 821 820 819 818 817 Custom Stage Data + Pipe Storage Type II 24-hr 10 YR Rainfall=3.83"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Link VW: Veteran's Way Inflow Area = 0.380 ac, 86.32% Impervious, Inflow Depth = 3.32" for 10 YR event Inflow = 1.04 cfs @ 12.01 hrs, Volume= 0.105 af Primary = 1.04 cfs @ 12.01 hrs, Volume= 0.105 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link VW: Veteran's Way Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.380 ac 1.04 cfs 1.04 cfs Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.32 cfs @ 11.95 hrs, Volume= 0.016 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.015 80 >75% Grass cover, Good, HSG D * 0.021 98 Impervious 0.036 91 Weighted Average 0.015 41.67% Pervious Area 0.021 58.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.036 ac Runoff Volume=0.016 af Runoff Depth=5.41" Tc=5.0 min CN=91 0.32 cfs Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 3.07 cfs @ 11.96 hrs, Volume= 0.172 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.037 80 >75% Grass cover, Good, HSG D * 0.307 98 Impervious 0.344 96 Weighted Average 0.037 10.76% Pervious Area 0.307 89.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.344 ac Runoff Volume=0.172 af Runoff Depth=5.99" Tc=5.9 min CN=96 3.07 cfs Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond DET: DETENTION Inflow Area = 0.344 ac, 89.24% Impervious, Inflow Depth = 5.99" for 100 YR event Inflow = 3.07 cfs @ 11.96 hrs, Volume= 0.172 af Outflow = 1.32 cfs @ 12.07 hrs, Volume= 0.172 af, Atten= 57%, Lag= 6.8 min Primary = 1.32 cfs @ 12.07 hrs, Volume= 0.172 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 818.90' @ 12.07 hrs Surf.Area= 1,080 sf Storage= 1,682 cf Plug-Flow detention time= 18.9 min calculated for 0.171 af (100% of inflow) Center-of-Mass det. time= 19.2 min ( 771.8 - 752.6 ) Volume Invert Avail.Storage Storage Description #1 816.70' 1,985 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,504 cf Overall - 4,541 cf Embedded = 4,963 cf x 40.0% Voids #2 816.70' 4,541 cf 84.0" Round Pipe Storage Inside #1 L= 118.0' 6,526 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 816.70 1,080 0 0 825.50 1,080 9,504 9,504 Device Routing Invert Outlet Devices #1 Primary 816.70'15.0" Round Culvert L= 4.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.70' / 816.69' S= 0.0025 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 816.70'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 820.50'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.31 cfs @ 12.07 hrs HW=818.87' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.31 cfs of 8.36 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.31 cfs @ 6.68 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond DET: DETENTION Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=0.344 ac Peak Elev=818.90' Storage=1,682 cf 3.07 cfs 1.32 cfs Pond DET: DETENTION Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000Elevation (feet)825 824 823 822 821 820 819 818 817 Custom Stage Data + Pipe Storage Type II 24-hr 100 YR Rainfall=6.46"315-285 P-Site - 6 in Printed 12/28/2021Prepared by CEC Page 17HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Link VW: Veteran's Way Inflow Area = 0.380 ac, 86.32% Impervious, Inflow Depth = 5.93" for 100 YR event Inflow = 1.51 cfs @ 12.01 hrs, Volume= 0.188 af Primary = 1.51 cfs @ 12.01 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link VW: Veteran's Way Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.380 ac 1.51 cfs 1.51 cfs APPENDIX G WATER QUALITY CALCULATIONS WQ P-WQ Routing Diagram for 315-285 WQ-HydroCADModel Prepared by CEC, Printed 12/28/2021 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 315-285 WQ-HydroCADModel Printed 12/28/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.380 98 Curve Number (WQ) 0.380 98 TOTAL AREA Type II 24-hr WQ Rainfall=1.00"315-285 WQ-HydroCADModel Printed 12/28/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: P-WQ Runoff = 0.48 cfs @ 11.96 hrs, Volume= 0.025 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 0.380 98 Curve Number 0.380 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 Direct Entry, Subcatchment WQ: P-WQ Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=0.380 ac Runoff Volume=0.025 af Runoff Depth=0.79" Tc=5.9 min CN=98 0.48 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 12/09/2020 Version 18.1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) Hydro International Downstream Defender1 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 12 ft 10.08 26.51 21 Hydro International First Defense High Capacity1 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 8-ft 6.00 12.96 9 HydroStorm by Hydroworks, LLC1 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HS-12 7.91 15.82 6 AquaShield Aqua-Swirl Xcelerator1 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 XC-13 15.53 31.60 6 Contech Cascade Separator CS-3 1.02 2.27 9 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 CS-12 16.2 36.3 9