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HomeMy WebLinkAboutDrainage Report STORMWATER TECHNICAL REPORT HERBERT RESIDENCE 4625 W 116TH STREET ZIONSVILLE, INDIANA 46077 CITY OF CARMEL HAMILTON COUNTY INDIANA Owner: DEWAYNE HERBERT 13338 E LETTS LANE Carmel, Indiana 46074 Prepared by: SEYMOUR & SONS, LLC 4340 Decatur Drive, Apt. 7110 College Station, TX 77845 (765) 237-1097 December 29, 2022 Stormwater Technical Report December 2022 Page 2 of 4 TABLE OF CONTENTS Narrative 1.0 Introduction 2.0 Existing Conditions 3.0 Proposed Conditions 4.0 Conclusion Appendix A – Permitting Appendix B - Hydrologic Conditions Soils Map FEMA FIRM Map NWI Map USGS Map Appendix C – Drainage Exhibits Existing Basin Map Proposed Basin Map Appendix D – Storm Event Calculations Existing Conditions 2-Year 10-Year 100-Year Proposed Basin Map 2-Year 10-Year 100-Year Stormwater Technical Report December 2022 Page 3 of 4 1.0 Introduction This stormwater technical report serves the redevelopment of a residential lot (Parcel Number: 17-13-06-00-00-003.000) located at 4625 West 116th Street, Zionsville, Indiana. The project site most recently sat as the site of a single-family home with garage and driveway. The project site is approximately 1.139 acres although the property is a total of 2.2 acres. The proposed site will include a single-family home with driveway including a dry detention basin to compensate the additional impervious area. 2.0 Existing Conditions The existing site consists of a single-family home on approximately 2.2 acres in S-1 zoning. The property slopes to the southeast toward the Long Branch of Eagle Creek (HUC14: 05120200120080) and away from 116th street. The Long Branch of Eagle Creek runs through the property. For this technical analysis of the existing conditions, the project site’s discharge was calculated utilizing HydroCAD SCS TR-20 runoff method with Type II 24-hr rainfall events. The soil conditions as shown in the soil report required a Curve Number (CN) of 80. See the table below in Proposed Conditions to see existing site discharges. Upon review of the National Wetlands Inventory Map, no wetlands are identified within the subject project site. The NWI map has been provided in this report. The existing onsite soils report has been provided in this report. The National Flood Hazard Layer FIRMette Map has been provided in this report to indicate that the project site does not lie within a floodplain. A regulatory floodway runs through the property and is adjacent to the project site. All proposed construction and disturbed areas lie outside of the floodway. 3.0 Proposed Conditions In the proposed condition, the total discharge for the site was reduced in the 2, 10, and 100-year events. The Time of Concentration was decreased for the proposed condition and the Curve Number was increased to compensate for the redevelopment. The changes with the increase in impervious area, a dry detention basin has been added to the project site. A concrete control structure has been designed to reduce the discharges from the existing condition. In the proposed condition, storm infrastructure including subsurface drains and side yard swales have been added to convey all stormwater through the detention basin. Any offsite flows shall be passed through the detention basin via the emergency overflow spillway in larger storm events. Stormwater Technical Report December 2022 Page 4 of 4 In the table provided below, the existing and proposed runoffs for the project site are shown. The proposed 100-year runoff discharges would not exceed the 100-year runoff in the existing condition. The 100-year high water elevation is 866.82 within the dry detention basin. EXISTING PROPOSED NET AREA (ACRES) 1.139 1.139 0.000 CURVE NUMBER (CN) 80 88 10% TIME OF CONCENTRATION (MINUTES) 16 12 -25% IMPERVIOUS AREA (ACRES) 0.210 0.399 0.189 RUNOFF (CFS) 2-YEAR 1.38 1.33 -0.05 10-YEAR 2.68 1.65 -1.03 100-YEAR 5.89 4.09 -1.80 *Proposed runoff accounts for detention Table 1 – Proposed vs Existing Conditions 4.0 Conclusion The proposed improvements have been designed to provide adequate stormwater management per the City of Carmel Stormwater Technical Standards and the Carmel City Code. On behalf of the owner, we are requesting approval on the proposed improvements. No adverse impacts are anticipated with this development. APPENDIX A - PERMITTING ADMINISTRATIVE INFORMATIONOWNERSHIPCard No.ofSite DescriptionTRANSFER OF OWNERSHIPDateVALUATION RECORDAssessment YearReason for ChangeVALUATIONLAND DATA AND CALCULATIONSLand TypeRatingSoil ID-or-ActualFrontageMeasuredAcreage-or-EffectiveFrontageTableEffectiveDepthProd. Factor-or-Depth Factor-or-Square FeetBaseRateAdjustedRateExtendedValueInfluenceFactorValueSupplemental CardsTOTAL LAND VALUE29-13-06-000-003.000-018 Herbert, Rex Dewayne 4625 W 116th St 501Tax ID 1713060000003000Printed 04/17/202211PARCEL NUMBER29-13-06-000-003.000-018Parent Parcel NumberProperty Address4625 W 116th StNeighborhood200012 RURAL BASE RATE #2Property Class501 Res Vacant unplatted 0-9.99acTAXING DISTRICT INFORMATIONJurisdiction 29 Area 017 CLAYCorporation N District 018 CarmelTopography:RollingPublic Utilities:ElectricStreet or Road:PavedNeighborhood:ImprovingZoning:Legal Acres:2.2000Admin Legal 2.2000FARMLAND COMPUTATIONSParcel Acreage 2.200081 Legal Drain NV [-]82 Public Roads NV [-]83 UT Towers NV [-] 9 Homesite(s) [-]91/92 Excess Acreage[-]TOTAL ACRES FARMLANDTRUE TAX VALUEMeasured AcreageAverage True Tax Value/AcreTRUE TAX VALUE FARMLANDClassified Land TotalHomesite(s) Value (+)Excess Acreage Value (+) 148000RESIDENTIALHerbert, Rex Dewayne13338 E Letts LnCarmel, IN 46074 Acreage 2.20, Section 6, Township 17, Range 306/25/2021 Zionsville Presbyterian Church Inc $389900 Doc #: 2021-4738605/25/2007 JENKINS, LOU R. $39000005/13/1999 MICHAEL L & CYNTHIA M SNIDER $12800007/17/1995 THOMAS W & ERMA F LEATHERMAN $11990001/01/1900 LOU R JENKINS $0 Bk/Pg: 993, 3384Appraised ValueVALUATIONTrue Tax ValueLBTLBT 01/01/2016 Trend 148000 60200 208200 148000 60200 208200 01/01/2017 Trend 148000 67200 215200 148000 67200 215200 01/01/2018 Trend 148000 67800 215800 148000 67800 215800 01/01/2019 Trend 148000 63500 211500 148000 63500 211500 01/01/2020 REVAL 148000 62800 210800 148000 62800 210800 01/01/2021 Trend 148000 106200 254200 148000 106200 254200 01/01/2022 Destroy 148000 0 148000 148000 0 148000 1 HOMESITE 1 1.0000 1.00 100000.00 100000.00 100000 100000 2 RESIDENTIAL EXCESS ACREAGE 1 1.2000 1.00 40000.00 40000.00 48000 48000Supplemental CardsTRUE TAX VALUE 148000F133: REMOVED WDDK & WOOD PATIO. 9-28-01 DPLO20: LAND BASE RATE REVIEW OR CHANGE. 1/1/2020 DPNC01: UPDATED LAND WITH ROW 03/01/01 JET 05/17/01NC22: BP2021-01913 DEMO 100% COMPLETE 01/01/22 JWREAS: ES, 8/14/02RV15: N/C 10/22/14 SRCRV20: REASSESSED BY JN LAND BY JP 5/20 PTRV22: UPDATED USE CODE & MOVE TO COMM NBHD. KWP 6/15/21SOLD to INDIV CHD'D BACK TO 200012 WITH 511 USE CODE, 8/2/21 DPTR21: LD/IMP PER JP.SEE DOCS FOR CHNGS.10/26/20 LE Disclaimer: This program allows you to view and print certain public records. Each section reflects information as of a specific date; so the information provided in different sections or reports may not match. All information has been derived from public records that are constantly undergoing change and is not warranted for content or accuracy. It may not reflect the current information pertaining to the property of interest. Hamilton County, IN - Property Report for Parcel #: 17-13-06-00-00-003.000 Current Owner as of December 22, 2022 This information is updated 5 times a week. Legal Description: Acreage 2.20 Section 6, Township 17, Range 3 Section/Township/Range: 6/17/3 Subdivision Name: Not Available Subdivision Section: Not Available Deeded Acres: 2.2 Political Township: Clay Lot Number(s): Not Available Last Recorded Date: 8/15/2022 PROPERTY ADDRESS: 4625 W 116th St Zionsville, IN 46077 DEEDED OWNER Crawley, Lindsay & Rex Dewayne Herbert Jr h&w jtrs 4625 W 116th St Zionsville, IN 46077 SUMMARY INFORMATION: Parcel Number: 17-13-06-00-00-003.000 State Parcel Number: 29-13-06-000-003.000-018 2 Ref.# 5 Engineering Plan Review John Thomas 9/2/22 4:29 PM Cycle 1 Unresolved The project will disturb over 1/4 and is subject to our Storm Water Technical Standards manual detention requirements. Please provide a drainage report in accordance with our standards and a designed detention area. Comment Responded by: Laurie Tinsley - 12/12/22 9:18 AM uploading new plot plan again Reviewer Response: John Thomas - 12/9/22 5:02 PM Please upload detention calculations / drainage for the proposed detention basin. Post-Construction 2, 10, and 100 year release rates must be match or be less than the pre-existing 2,10, and 100 year storm events. Responded by: Laurie Tinsley - 11/22/22 4:55 PM A new plot plan has been uploaded Reviewer Response: Alex Jordan - 10/28/22 3:08 PM Thank you for adding the walk but this comment is in regards to the detention. It appears that there is a detention facility added but there is no calculations provided as previously requested. Please provide with the next submittal. Responded by: Laurie Tinsley - 10/13/22 3:34 PM Uploaded a new site plan with city walk 3 Ref.# 14 Detention Area Engineering Plan Review John Thomas 9/8/22 3:15 PM Cycle 1 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup Please label this if is a detention area and show easement limits in accordance with our Technical standards manual. Responded by: Laurie Tinsley - 12/12/22 9:26 AM new plot plan uploaded Reviewer Response: John Thomas - 12/9/22 4:50 PM Still need easement shown encompassing the detention area. Responded by: Laurie Tinsley - 11/22/22 4:56 PM A new plot plan has been uploaded Reviewer Response: Alex Jordan - 10/28/22 3:10 PM It appears that the easement was not and the detention facility was not labeled as previously requested. Please revise. Responded by: Laurie Tinsley - 10/13/22 3:35 PM Uploaded a new plot plan with city walk Ref.# 15 Direct outlet to the detention area Engineering Plan Review John Thomas 9/8/22 3:15 PM Cycle 1 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup Please direct any drainage outlets to the detention area. Responded by: Laurie Tinsley - 12/12/22 9:26 AM New plot plan uploaded Reviewer Response: John Thomas - 12/9/22 4:51 PM Still can't locate sump/rood drain line and discharge. Responded by: Laurie Tinsley - 11/22/22 4:57 PM I've uploaded a new plot plan Reviewer Response: Alex Jordan - 10/31/22 2:11 PM We are unable to locate the location of the sump and roof drains on the plot plan. Please revise. Responded by: Laurie Tinsley - 10/13/22 3:36 PM Uploaded a new plot plan Ref.# 16 Existing Storm Drain Engineering Plan Review John Thomas 9/8/22 3:15 PM Cycle 1 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup City GIS mapping shows there may be a storm pipe that runs through the site that drains 116th street. Please confirm it's existence and show on plot plan. Easement may be required over it per our Technical Standards specifications. Responded by: Laurie Tinsley - 12/12/22 9:27 AM New plot plan uploaded Reviewer Response: John Thomas - 12/9/22 4:52 PM Please indicate the type of storm line (concrete/hdpe) and size on the plot plan. Responded by: Laurie Tinsley - 11/22/22 4:57 PM I've uploaded a new plot plan Reviewer Response: Alex Jordan - 10/31/22 2:17 PM Email correspondence in regards to this project states that a hybrid pipe and swale solution was proposed for this project. However, we were unable to locate this on the plans. Please show this system and a drainage easement on the plot plan. I have uploaded the drainage easement template that will need to be completed a resubmitted with an exhibit and legal description. Responded by: Laurie Tinsley - 10/13/22 3:35 PM Uploaded a new plot plan with city walk 6 Ref.# 23 Engineering Plan Review John Thomas 9/8/22 3:30 PM Cycle 1 Unresolved FFE and Minimum Flood Protection Grade must be 2 feet above the 100 year staging elevation of the proposed detention area. Comment Responded by: Laurie Tinsley - 12/12/22 9:14 AM I sent a waiver to Caleb and will send here as well. Reviewer Response: John Thomas - 12/9/22 5:02 PM Can't confirm, no elevation provide for 100 year storm event. Responded by: Laurie Tinsley - 11/22/22 4:58 PM I've uploaded a new plot plan and floorplan Reviewer Response: Alex Jordan - 10/31/22 2:10 PM It does not appear that the minimum flood protection grade was revised with this submittal. Please revise on the next submittal. Responded by: Laurie Tinsley - 10/20/22 4:09 PM Uploaded Ref.# 30 Please provide a storm structure Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup Please place a concrete box storm structure or manhole at the proposed angle in the pipe. The city requires structures in place of of bends in pipe runs. Show structure location on plot plan and provide a detail for the structure. Responded by: Laurie Tinsley - 12/12/22 9:14 AM uploading a new plot plan Ref.# 31 Sump Line and Roof Drain discharge location unclear Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup I cannot determine where the sump and roof drain line is located and where it discharges. Please show it more clearly. It should discharge onto the ground surface in the proposed detention basin. Some scour protection, such as rip rap, should be shown where it discharges into basin. 7 Responded by: Laurie Tinsley - 12/12/22 9:14 AM Uploading a new plot plan Ref.# 32 Outlet Control Structure Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup A concrete outlet control structure should be used to control the flow leaving the proposed detention basin. The subsurface drain for the basin will tie into this structure and control orifices in the side of structure should be used to control surface flows out of it. Please provide a detail for the structure and show its location on the plot plan. Provide an additional plot plan detail sheets as needed to prevent cluttering the main plot plan. Responded by: Laurie Tinsley - 12/12/22 9:14 AM uploading a new plot plan Ref.# 33 Replace structure Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup The existing structure does not appear to be in acceptable shape based on photos provided. Please replace structure with a concrete box structure with an grated inlet on the surface. Responded by: Laurie Tinsley - 12/12/22 9:14 AM Uploading a new plot plan Ref.# 34 Show Drainage Easement Limits around detention basin. Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup Please show the limits of a required drainage easement encompassing the detention basin. At a minimum the easement should extend 10' passed the 100 year elevation for the basin or top of bank. Responded by: Laurie Tinsley - 12/12/22 9:14 AM Uploading a new plot plan Ref.# 35 Critical Elevations Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup Please provide the 100 year staging elevation for the detention basin. Basin must be designed to match the pre existing release rates for the 2, 10, and 100 year storm events. Responded by: Laurie Tinsley - 12/12/22 9:15 AM Uploading a new plot plan Ref.# 36 Confirm Flood Protection Grade Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup Flood protection grade must be 2' above the 100 year elevation of the creek and 2' above the 100 year elevation of the detention basin, whichever is most restrictive. Please verify once the 100 year elevation of the detention basin is known. 8 Responded by: Laurie Tinsley - 12/12/22 9:15 AM Uploading a new plot plan Ref.# 37 Add Note Engineering Plan Review John Thomas 12/9/22 4:47 PM Cycle 3 Unresolved To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Plot Plan.pdf Markup Please add note that the drainage in the existing storm line should not be impeded during construction of the new line. Suggest installing new storm line prior to abandoning/removing old line. Responded by: Laurie Tinsley - 12/12/22 9:17 AM uploading a new plot plan [THIS PAGE INTENTIONALLY LEFT BLANK] APPENDIX B - HYDROLOGIC CONDITIONS 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, Indiana 4625 W 116th St, Zionsville, IN 46077 Natural Resources Conservation Service December 26, 2022 9 Custom Soil Resource Report Soil Map 442296044229704422980442299044230004423010442302044230304423040442305044230604423070442308044229604422970442298044229904423000442301044230204423030442304044230504423060442307044230804423090564940 564950 564960 564970 564980 564990 565000 565010 565020 565030 564940 564950 564960 564970 564980 564990 565000 565010 565020 565030 39° 57' 19'' N 86° 14' 23'' W39° 57' 19'' N86° 14' 18'' W39° 57' 15'' N 86° 14' 23'' W39° 57' 15'' N 86° 14' 18'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 30 60 120 180 Feet 0 5 10 20 30 Meters Map Scale: 1:668 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI EdeAW Eel and Beckville soils, 0 to 2 percent slopes, occasionally flooded, very brief duration 0.4 35.6% YmsC2 Miami silt loam-Urban land complex, 6 to 12 percent slopes, eroded 0.8 64.4% Totals for Area of Interest 1.2 100.0% Custom Soil Resource Report 11 Report—Dwellings and Small Commercial Buildings [Onsite investigation may be needed to validate the interpretations in this table and to confirm the identity of the soil on a given site. The numbers in the value columns range from 0.01 to 1.00. The larger the value, the greater the potential limitation. The table shows only the top five limitations for any given soil. The soil may have additional limitations] Dwellings and Small Commercial Buildings–Hamilton County, Indiana Map symbol and soil name Pct. of map unit Dwellings without basements Dwellings with basements Small commercial buildings Rating class and limiting features Value Rating class and limiting features Value Rating class and limiting features Value EdeAW—Eel and Beckville soils, 0 to 2 percent slopes, occasionally flooded, very brief duration Eel 47 Very limited Very limited Very limited Flooding 1.00 Flooding 1.00 Flooding 1.00 Depth to saturated zone 0.98 Depth to saturated zone 1.00 Depth to saturated zone 0.98 Beckville 40 Very limited Very limited Very limited Flooding 1.00 Flooding 1.00 Flooding 1.00 Depth to saturated zone 0.98 Depth to saturated zone 1.00 Depth to saturated zone 0.98 YmsC2—Miami silt loam-Urban land complex, 6 to 12 percent slopes, eroded Miami, eroded 60 Somewhat limited Very limited Very limited Shrink-swell 0.10 Depth to saturated zone 1.00 Slope 1.00 Shrink-swell 0.10 Urban land 30 Not rated Not rated Not rated Custom Soil Resource Report 19 FEMA FIRM MAP National Wetlands Inventory Map 4625 W 116th St, Zionsville, IN 46077 U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine December 26, 2022 0 0.05 0.10.025 mi 0 0.08 0.160.04 km 1:3,100 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. National Wetlands Inventory Map APPENDIX C - DRAINAGE EXHIBITS EXISTING BASIN MAP 116th STREET(PUBLIC ROAD 60' 1/2 R/W)10' DRAINAGE EASEMENT EXISTING PROJECT SITEAREA: 1.139 AC.CN: 80Tc: 16 MIN.2YR: Q = 1.38 CFS10YR: Q = 2.68 CFS100YR: Q = 5.89 CFSIMPERVIOUS AREA: 0.210 AC.EX-1EXISTING CONDITIONS MAPSheet NumberSheet TitleIssued forConsultantSealPERMIT: DECEMBER 29, 2022FOR REV IEW ONLYNOT FOR CONSTRUCT IONSCALE1" = 30'DRAWN BY: CASCHECKED BY: ---APPROVED BY: ---SEYMOUR & SONS, LLC4340 DECATUR DR, APT 7110COLLEGE STATION, TX 77845765.237.1097Cameron@SeymourLLC.comProject NumberKnow what's below. Call before you dig.HERBERT RESIDENCE 4625 W 116TH STREET ZIONSVILLE, INDIANA 46077 PROPOSED BASIN MAP 116th STREET(PUBLIC ROAD 60' 1/2 R/W)10' DRAINAGE EASEMENTPROPOSEDRESIDENCEFFE=876.0±PROPOSED PROJECT SITEAREA: 1.139 AC.CN: 88Tc: 12 MIN.2YR: Q = 1.33 CFS10YR: Q = 1.65 CFS100YR: Q = 4.09 CFSIMPERVIOUS AREA: 0.399 AC.Sheet NumberSheet TitleIssued forConsultantSealPERMIT: DECEMBER 29, 2022FOR REV IEW ONLYNOT FOR CONSTRUCT IONSCALE1" = 30'DRAWN BY: CASCHECKED BY: ---APPROVED BY: ---SEYMOUR & SONS, LLC4340 DECATUR DR, APT 7110COLLEGE STATION, TX 77845765.237.1097Cameron@SeymourLLC.comProject NumberKnow what's below. Call before you dig.HERBERT RESIDENCE 4625 W 116TH STREET ZIONSVILLE, INDIANA 46077EX-2PROPOSED CONDITIONS MAP APPENDIX D - HYDROLOGY CALCULATIONS 1S EXISTING Routing Diagram for _DRAINAGE_RATIONAL Prepared by Seymour & Sons LLC, Printed 12/29/2022 HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 1S: EXISTING Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 02YR-24HR 2.66 1.38 0.095 1.00 05YR-24HR 3.27 2.04 0.138 1.46 10YR-24HR 3.83 2.68 0.181 1.90 25YR-24HR 4.72 3.75 0.252 2.65 50YR-24HR 5.52 4.72 0.318 3.35 100YR-24HR 6.46 5.89 0.399 4.20 Type II 24-hr 02YR-24HR Rainfall=2.66"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 2HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EXISTING Runoff = 1.38 cfs @ 12.09 hrs, Volume= 0.095 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 02YR-24HR Rainfall=2.66" Area (ac) CN Description * 0.210 98 IMPERVIOUS 0.929 76 Woods/grass comb., Fair, HSG C 1.139 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.05" 3.2 350 0.0129 1.83 Shallow Concentrated Flow, SCF Unpaved Kv= 16.1 fps 16.4 450 Total Subcatchment 1S: EXISTING Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Type II 24-hr 02YR-24HR Rainfall=2.66" Runoff Area=1.139 ac Runoff Volume=0.095 af Runoff Depth=1.00" Flow Length=450' Tc=16.4 min CN=80 1.38 cfs Type II 24-hr 10YR-24HR Rainfall=3.83"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 4HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EXISTING Runoff = 2.68 cfs @ 12.09 hrs, Volume= 0.181 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 10YR-24HR Rainfall=3.83" Area (ac) CN Description * 0.210 98 IMPERVIOUS 0.929 76 Woods/grass comb., Fair, HSG C 1.139 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.05" 3.2 350 0.0129 1.83 Shallow Concentrated Flow, SCF Unpaved Kv= 16.1 fps 16.4 450 Total Subcatchment 1S: EXISTING Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)3 2 1 0 Type II 24-hr 10YR-24HR Rainfall=3.83" Runoff Area=1.139 ac Runoff Volume=0.181 af Runoff Depth=1.90" Flow Length=450' Tc=16.4 min CN=80 2.68 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 6HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EXISTING Runoff = 5.89 cfs @ 12.08 hrs, Volume= 0.399 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 100YR-24HR Rainfall=6.46" Area (ac) CN Description * 0.210 98 IMPERVIOUS 0.929 76 Woods/grass comb., Fair, HSG C 1.139 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 100 0.0100 0.13 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.05" 3.2 350 0.0129 1.83 Shallow Concentrated Flow, SCF Unpaved Kv= 16.1 fps 16.4 450 Total Subcatchment 1S: EXISTING Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 100YR-24HR Rainfall=6.46" Runoff Area=1.139 ac Runoff Volume=0.399 af Runoff Depth=4.20" Flow Length=450' Tc=16.4 min CN=80 5.89 cfs 2S PROPOSED 9P DRY POND Routing Diagram for _DRAINAGE_RATIONAL Prepared by Seymour & Sons LLC, Printed 12/29/2022 HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link OUTLET SIDE OF STRUCTUREFILLED WITH CONCRETE UPTO ELEVATION OF OUTLET INVERTFINISH GRADE(PER PLANS)TOP ELEV = 634.0012" HDPE OUTLETINV = 861.90INV = 862.006" ORIFICETHROUGH WEIRNEENAH R-3701 CATCHBASIN TRAP TO BEINSTALLED OVER OUTLET.TRAP TO EXTEND MINIMUM6" BELOW OUTLET INVERTMANHOLE CASTING NEENAH-R-1772OR APPROVED EQUALRIM EL. = 867.00OUTLET CONTROL STRUCTUREN.T.S.C033.0' SUMPFROM 6" ORIFICE INVERTSUMP EL. = 859.00FLOW4" WIDE, FLAT TOP OVERFLOW WEIR48" INNER DIAMETERINV = 862.00'12" HDPE INLETFLOW FLOW12" HDPE OUTLETINV = 861.90INV = 862.0012" HDPE INLETMANHOLE CASTING NEENAH-R-1772OR APPROVED EQUALRIM EL. = 867.006" COMPACTED GRANULAR BACKFILL6" MIN.ONE-PIECE PRECASTCONCRETE STRUCTUREWITH STEPSSheet NumberSheet TitleIssued forConsultantSealPERMIT: DECEMBER 29, 2022SCALENO SCALEDRAWN BY: CASCHECKED BY: ---APPROVED BY: ---SEYMOUR & SONS, LLC4340 DECATUR DR, APT 7110COLLEGE STATION, TX 77845765.237.1097Cameron@SeymourLLC.comProject NumberHERBERT RESIDENCE 4625 W 116TH STREET ZIONSVILLE, INDIANA 46077DETAILS N.T.S.C01BOTTOM WIDTH VARIES100-YR HIGH WATEREL. = 866.82FINISH GRADE40.00'BOTTOMWIDTH3: 1 M A X 3:1 MAX EL. = 866.750.25' MIN DEPTH EL. = 867.00 EL. = 867.00DRY POND TYPICAL SECTIONPOND OVERFLOW CHANNEL SECTIONN.T.S.C02BOTTOM EL. = 862.00(PER PLANS)CL4: 1 M A X 3: 1 M A X 3: 1 M A X3:1 MAX3:1 MAXFINISH GRADE(PER PLANS)FINISH GRADE(PER PLANS)0.25' MIN DEPTH HERBERT RESIDENCESheet NumberSheet TitleIssued forConsultantSealPERMIT: DECEMBER 29, 2022SCALENO SCALEDRAWN BY: CASCHECKED BY: ---APPROVED BY: ---SEYMOUR & SONS, LLC4340 DECATUR DR, APT 7110COLLEGE STATION, TX 77845765.237.1097Cameron@SeymourLLC.comProject Number4625 W 116TH STREET ZIONSVILLE, INDIANA 46077DETAILS Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 2S: PROPOSED Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 02YR-24HR 2.66 2.48 0.144 1.52 05YR-24HR 3.27 3.33 0.196 2.06 10YR-24HR 3.83 4.13 0.244 2.57 25YR-24HR 4.72 5.40 0.323 3.40 50YR-24HR 5.52 6.53 0.395 4.16 100YR-24HR 6.46 7.86 0.481 5.07 Type II 24-hr 10YR-24HR Rainfall=3.83"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 5HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PROPOSED Runoff = 4.13 cfs @ 12.04 hrs, Volume= 0.244 af, Depth= 2.57" Routed to Pond 9P : DRY POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 10YR-24HR Rainfall=3.83" Area (ac) CN Description * 0.399 98 IMPERVIOUS 0.740 82 Woods/grass comb., Fair, HSG D 1.139 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: PROPOSED Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 10YR-24HR Rainfall=3.83" Runoff Area=1.139 ac Runoff Volume=0.244 af Runoff Depth=2.57" Tc=12.0 min CN=88 4.13 cfs Type II 24-hr 02YR-24HR Rainfall=2.66"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 3HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PROPOSED Runoff = 2.48 cfs @ 12.04 hrs, Volume= 0.144 af, Depth= 1.52" Routed to Pond 9P : DRY POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 02YR-24HR Rainfall=2.66" Area (ac) CN Description * 0.399 98 IMPERVIOUS 0.740 82 Woods/grass comb., Fair, HSG D 1.139 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: PROPOSED Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 02YR-24HR Rainfall=2.66" Runoff Area=1.139 ac Runoff Volume=0.144 af Runoff Depth=1.52" Tc=12.0 min CN=88 2.48 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 7HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PROPOSED Runoff = 7.86 cfs @ 12.03 hrs, Volume= 0.481 af, Depth= 5.07" Routed to Pond 9P : DRY POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 100YR-24HR Rainfall=6.46" Area (ac) CN Description * 0.399 98 IMPERVIOUS 0.740 82 Woods/grass comb., Fair, HSG D 1.139 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 2S: PROPOSED Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24HR Rainfall=6.46" Runoff Area=1.139 ac Runoff Volume=0.481 af Runoff Depth=5.07" Tc=12.0 min CN=88 7.86 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Events for Pond 9P: DRY POND Event Inflow (cfs) Outflow (cfs) Primary (cfs) Secondary (cfs) Elevation (feet) Storage (acre-feet) 02YR-24HR 2.48 1.33 1.33 0.00 864.23 0.023 05YR-24HR 3.33 1.52 1.52 0.00 864.83 0.038 10YR-24HR 4.13 1.65 1.65 0.00 865.31 0.053 25YR-24HR 5.40 1.82 1.82 0.00 865.96 0.079 50YR-24HR 6.53 1.94 1.94 0.00 866.46 0.105 100YR-24HR 7.86 4.09 2.02 2.07 866.82 0.125 Type II 24-hr 02YR-24HR Rainfall=2.66"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 2HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: DRY POND Inflow Area = 1.139 ac, Inflow Depth = 1.52" for 02YR-24HR event Inflow = 2.48 cfs @ 12.04 hrs, Volume= 0.144 af Outflow = 1.33 cfs @ 12.16 hrs, Volume= 0.144 af, Atten= 46%, Lag= 7.5 min Primary = 1.33 cfs @ 12.16 hrs, Volume= 0.144 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 864.23' @ 12.16 hrs Surf.Area= 0.020 ac Storage= 0.023 af Flood Elev= 866.50' Surf.Area= 0.056 ac Storage= 0.107 af Plug-Flow detention time= 7.4 min calculated for 0.144 af (100% of inflow) Center-of-Mass det. time= 7.2 min ( 832.6 - 825.3 ) Volume Invert Avail.Storage Storage Description #1 862.00' 0.137 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 862.00 0.003 68.0 0.000 0.000 0.003 863.00 0.009 109.0 0.006 0.006 0.016 864.00 0.018 151.0 0.013 0.019 0.037 865.00 0.030 203.0 0.024 0.043 0.070 866.00 0.047 262.0 0.038 0.081 0.121 867.00 0.066 309.0 0.056 0.137 0.170 Device Routing Invert Outlet Devices #1 Secondary 866.75'50.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Primary 862.00'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.33 cfs @ 12.16 hrs HW=864.23' (Free Discharge) 2=Orifice (Orifice Controls 1.33 cfs @ 6.77 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=862.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 02YR-24HR Rainfall=2.66"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 3HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Pond 9P: DRY POND Inflow Outflow Primary Secondary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.139 ac Peak Elev=864.23' Storage=0.023 af 2.48 cfs 1.33 cfs1.33 cfs 0.00 cfs Type II 24-hr 10YR-24HR Rainfall=3.83"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 12HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: DRY POND Inflow Area = 1.139 ac, Inflow Depth = 2.57" for 10YR-24HR event Inflow = 4.13 cfs @ 12.04 hrs, Volume= 0.244 af Outflow = 1.65 cfs @ 12.20 hrs, Volume= 0.244 af, Atten= 60%, Lag= 9.7 min Primary = 1.65 cfs @ 12.20 hrs, Volume= 0.244 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 865.31' @ 12.20 hrs Surf.Area= 0.035 ac Storage= 0.053 af Flood Elev= 866.50' Surf.Area= 0.056 ac Storage= 0.107 af Plug-Flow detention time= 10.6 min calculated for 0.244 af (100% of inflow) Center-of-Mass det. time= 10.5 min ( 820.8 - 810.4 ) Volume Invert Avail.Storage Storage Description #1 862.00' 0.137 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 862.00 0.003 68.0 0.000 0.000 0.003 863.00 0.009 109.0 0.006 0.006 0.016 864.00 0.018 151.0 0.013 0.019 0.037 865.00 0.030 203.0 0.024 0.043 0.070 866.00 0.047 262.0 0.038 0.081 0.121 867.00 0.066 309.0 0.056 0.137 0.170 Device Routing Invert Outlet Devices #1 Secondary 866.75'50.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Primary 862.00'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.65 cfs @ 12.20 hrs HW=865.31' (Free Discharge) 2=Orifice (Orifice Controls 1.65 cfs @ 8.42 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=862.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 10YR-24HR Rainfall=3.83"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 13HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Pond 9P: DRY POND Inflow Outflow Primary Secondary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=1.139 ac Peak Elev=865.31' Storage=0.053 af 4.13 cfs 1.65 cfs1.65 cfs 0.00 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 22HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: DRY POND [58] Hint: Peaked 0.32' above defined flood level Inflow Area = 1.139 ac, Inflow Depth = 5.07" for 100YR-24HR event Inflow = 7.86 cfs @ 12.03 hrs, Volume= 0.481 af Outflow = 4.09 cfs @ 12.16 hrs, Volume= 0.481 af, Atten= 48%, Lag= 7.8 min Primary = 2.02 cfs @ 12.16 hrs, Volume= 0.467 af Secondary = 2.07 cfs @ 12.16 hrs, Volume= 0.014 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Peak Elev= 866.82' @ 12.16 hrs Surf.Area= 0.062 ac Storage= 0.125 af Flood Elev= 866.50' Surf.Area= 0.056 ac Storage= 0.107 af Plug-Flow detention time= 17.6 min calculated for 0.481 af (100% of inflow) Center-of-Mass det. time= 17.6 min ( 808.9 - 791.3 ) Volume Invert Avail.Storage Storage Description #1 862.00' 0.137 af Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 862.00 0.003 68.0 0.000 0.000 0.003 863.00 0.009 109.0 0.006 0.006 0.016 864.00 0.018 151.0 0.013 0.019 0.037 865.00 0.030 203.0 0.024 0.043 0.070 866.00 0.047 262.0 0.038 0.081 0.121 867.00 0.066 309.0 0.056 0.137 0.170 Device Routing Invert Outlet Devices #1 Secondary 866.75'50.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Primary 862.00'6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.02 cfs @ 12.16 hrs HW=866.82' (Free Discharge) 2=Orifice (Orifice Controls 2.02 cfs @ 10.29 fps) Secondary OutFlow Max=2.04 cfs @ 12.16 hrs HW=866.82' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.04 cfs @ 0.62 fps) Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 23HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Pond 9P: DRY POND Inflow Outflow Primary Secondary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.139 ac Peak Elev=866.82' Storage=0.125 af 7.86 cfs 4.09 cfs 2.02 cfs2.07 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 24HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 0.00 0.00 0.000 862.00 0.00 0.00 0.00 0.25 0.00 0.000 862.00 0.00 0.00 0.00 0.50 0.00 0.000 862.00 0.00 0.00 0.00 0.75 0.00 0.000 862.00 0.00 0.00 0.00 1.00 0.00 0.000 862.00 0.00 0.00 0.00 1.25 0.00 0.000 862.00 0.00 0.00 0.00 1.50 0.00 0.000 862.00 0.00 0.00 0.00 1.75 0.00 0.000 862.00 0.00 0.00 0.00 2.00 0.00 0.000 862.00 0.00 0.00 0.00 2.25 0.00 0.000 862.00 0.00 0.00 0.00 2.50 0.00 0.000 862.00 0.00 0.00 0.00 2.75 0.00 0.000 862.00 0.00 0.00 0.00 3.00 0.00 0.000 862.00 0.00 0.00 0.00 3.25 0.00 0.000 862.00 0.00 0.00 0.00 3.50 0.00 0.000 862.00 0.00 0.00 0.00 3.75 0.00 0.000 862.00 0.00 0.00 0.00 4.00 0.00 0.000 862.01 0.00 0.00 0.00 4.25 0.01 0.000 862.03 0.00 0.00 0.00 4.50 0.01 0.000 862.05 0.01 0.01 0.00 4.75 0.01 0.000 862.06 0.01 0.01 0.00 5.00 0.02 0.000 862.07 0.02 0.02 0.00 5.25 0.02 0.000 862.08 0.02 0.02 0.00 5.50 0.03 0.000 862.09 0.02 0.02 0.00 5.75 0.03 0.000 862.10 0.03 0.03 0.00 6.00 0.03 0.000 862.10 0.03 0.03 0.00 6.25 0.04 0.000 862.11 0.04 0.04 0.00 6.50 0.04 0.000 862.12 0.04 0.04 0.00 6.75 0.05 0.000 862.13 0.05 0.05 0.00 7.00 0.05 0.000 862.13 0.05 0.05 0.00 7.25 0.06 0.000 862.14 0.06 0.06 0.00 7.50 0.06 0.000 862.15 0.06 0.06 0.00 7.75 0.07 0.001 862.15 0.07 0.07 0.00 8.00 0.07 0.001 862.16 0.07 0.07 0.00 8.25 0.08 0.001 862.16 0.08 0.08 0.00 8.50 0.09 0.001 862.18 0.09 0.09 0.00 8.75 0.11 0.001 862.19 0.10 0.10 0.00 9.00 0.12 0.001 862.21 0.12 0.12 0.00 9.25 0.13 0.001 862.22 0.13 0.13 0.00 9.50 0.14 0.001 862.22 0.14 0.14 0.00 9.75 0.15 0.001 862.23 0.15 0.15 0.00 10.00 0.17 0.001 862.25 0.17 0.17 0.00 10.25 0.20 0.001 862.27 0.19 0.19 0.00 10.50 0.23 0.001 862.30 0.23 0.23 0.00 10.75 0.28 0.001 862.33 0.27 0.27 0.00 11.00 0.34 0.001 862.37 0.33 0.33 0.00 11.25 0.43 0.002 862.44 0.41 0.41 0.00 11.50 0.58 0.002 862.57 0.53 0.53 0.00 11.75 1.84 0.008 863.23 0.93 0.93 0.00 12.00 7.49 0.066 865.67 1.75 1.75 0.00 12.25 2.20 0.123 866.78 2.54 2.01 0.52 12.50 0.94 0.109 866.55 1.96 1.96 0.00 12.75 0.61 0.085 866.09 1.85 1.85 0.00 13.00 0.50 0.060 865.50 1.70 1.70 0.00 Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 25HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 13.25 0.42 0.036 864.75 1.50 1.50 0.00 13.50 0.37 0.016 863.82 1.19 1.19 0.00 13.75 0.32 0.004 862.73 0.65 0.65 0.00 14.00 0.29 0.001 862.35 0.30 0.30 0.00 14.25 0.26 0.001 862.33 0.26 0.26 0.00 14.50 0.25 0.001 862.31 0.25 0.25 0.00 14.75 0.23 0.001 862.31 0.24 0.24 0.00 15.00 0.22 0.001 862.30 0.22 0.22 0.00 15.25 0.21 0.001 862.29 0.21 0.21 0.00 15.50 0.20 0.001 862.28 0.20 0.20 0.00 15.75 0.19 0.001 862.27 0.19 0.19 0.00 16.00 0.17 0.001 862.26 0.18 0.18 0.00 16.25 0.16 0.001 862.25 0.16 0.16 0.00 16.50 0.16 0.001 862.24 0.16 0.16 0.00 16.75 0.15 0.001 862.24 0.15 0.15 0.00 17.00 0.15 0.001 862.24 0.15 0.15 0.00 17.25 0.14 0.001 862.23 0.15 0.15 0.00 17.50 0.14 0.001 862.23 0.14 0.14 0.00 17.75 0.14 0.001 862.22 0.14 0.14 0.00 18.00 0.13 0.001 862.22 0.13 0.13 0.00 18.25 0.13 0.001 862.22 0.13 0.13 0.00 18.50 0.12 0.001 862.21 0.12 0.12 0.00 18.75 0.12 0.001 862.21 0.12 0.12 0.00 19.00 0.11 0.001 862.20 0.11 0.11 0.00 19.25 0.11 0.001 862.20 0.11 0.11 0.00 19.50 0.11 0.001 862.19 0.11 0.11 0.00 19.75 0.10 0.001 862.19 0.10 0.10 0.00 20.00 0.10 0.001 862.19 0.10 0.10 0.00 20.25 0.09 0.001 862.18 0.09 0.09 0.00 20.50 0.09 0.001 862.18 0.09 0.09 0.00 20.75 0.09 0.001 862.18 0.09 0.09 0.00 21.00 0.09 0.001 862.18 0.09 0.09 0.00 21.25 0.09 0.001 862.18 0.09 0.09 0.00 21.50 0.09 0.001 862.18 0.09 0.09 0.00 21.75 0.09 0.001 862.18 0.09 0.09 0.00 22.00 0.09 0.001 862.17 0.09 0.09 0.00 22.25 0.09 0.001 862.17 0.09 0.09 0.00 22.50 0.08 0.001 862.17 0.09 0.09 0.00 22.75 0.08 0.001 862.17 0.08 0.08 0.00 23.00 0.08 0.001 862.17 0.08 0.08 0.00 23.25 0.08 0.001 862.17 0.08 0.08 0.00 23.50 0.08 0.001 862.17 0.08 0.08 0.00 23.75 0.08 0.001 862.17 0.08 0.08 0.00 24.00 0.08 0.001 862.17 0.08 0.08 0.00 24.25 0.01 0.000 862.10 0.03 0.03 0.00 24.50 0.00 0.000 862.04 0.01 0.01 0.00 24.75 0.00 0.000 862.02 0.00 0.00 0.00 25.00 0.00 0.000 862.02 0.00 0.00 0.00 25.25 0.00 0.000 862.01 0.00 0.00 0.00 25.50 0.00 0.000 862.01 0.00 0.00 0.00 25.75 0.00 0.000 862.01 0.00 0.00 0.00 26.00 0.00 0.000 862.01 0.00 0.00 0.00 26.25 0.00 0.000 862.01 0.00 0.00 0.00 Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 26HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 26.50 0.00 0.000 862.01 0.00 0.00 0.00 26.75 0.00 0.000 862.00 0.00 0.00 0.00 27.00 0.00 0.000 862.00 0.00 0.00 0.00 27.25 0.00 0.000 862.00 0.00 0.00 0.00 27.50 0.00 0.000 862.00 0.00 0.00 0.00 27.75 0.00 0.000 862.00 0.00 0.00 0.00 28.00 0.00 0.000 862.00 0.00 0.00 0.00 28.25 0.00 0.000 862.00 0.00 0.00 0.00 28.50 0.00 0.000 862.00 0.00 0.00 0.00 28.75 0.00 0.000 862.00 0.00 0.00 0.00 29.00 0.00 0.000 862.00 0.00 0.00 0.00 29.25 0.00 0.000 862.00 0.00 0.00 0.00 29.50 0.00 0.000 862.00 0.00 0.00 0.00 29.75 0.00 0.000 862.00 0.00 0.00 0.00 30.00 0.00 0.000 862.00 0.00 0.00 0.00 30.25 0.00 0.000 862.00 0.00 0.00 0.00 30.50 0.00 0.000 862.00 0.00 0.00 0.00 30.75 0.00 0.000 862.00 0.00 0.00 0.00 31.00 0.00 0.000 862.00 0.00 0.00 0.00 31.25 0.00 0.000 862.00 0.00 0.00 0.00 31.50 0.00 0.000 862.00 0.00 0.00 0.00 31.75 0.00 0.000 862.00 0.00 0.00 0.00 32.00 0.00 0.000 862.00 0.00 0.00 0.00 32.25 0.00 0.000 862.00 0.00 0.00 0.00 32.50 0.00 0.000 862.00 0.00 0.00 0.00 32.75 0.00 0.000 862.00 0.00 0.00 0.00 33.00 0.00 0.000 862.00 0.00 0.00 0.00 33.25 0.00 0.000 862.00 0.00 0.00 0.00 33.50 0.00 0.000 862.00 0.00 0.00 0.00 33.75 0.00 0.000 862.00 0.00 0.00 0.00 34.00 0.00 0.000 862.00 0.00 0.00 0.00 34.25 0.00 0.000 862.00 0.00 0.00 0.00 34.50 0.00 0.000 862.00 0.00 0.00 0.00 34.75 0.00 0.000 862.00 0.00 0.00 0.00 35.00 0.00 0.000 862.00 0.00 0.00 0.00 35.25 0.00 0.000 862.00 0.00 0.00 0.00 35.50 0.00 0.000 862.00 0.00 0.00 0.00 35.75 0.00 0.000 862.00 0.00 0.00 0.00 36.00 0.00 0.000 862.00 0.00 0.00 0.00 36.25 0.00 0.000 862.00 0.00 0.00 0.00 36.50 0.00 0.000 862.00 0.00 0.00 0.00 36.75 0.00 0.000 862.00 0.00 0.00 0.00 37.00 0.00 0.000 862.00 0.00 0.00 0.00 37.25 0.00 0.000 862.00 0.00 0.00 0.00 37.50 0.00 0.000 862.00 0.00 0.00 0.00 37.75 0.00 0.000 862.00 0.00 0.00 0.00 38.00 0.00 0.000 862.00 0.00 0.00 0.00 38.25 0.00 0.000 862.00 0.00 0.00 0.00 38.50 0.00 0.000 862.00 0.00 0.00 0.00 38.75 0.00 0.000 862.00 0.00 0.00 0.00 39.00 0.00 0.000 862.00 0.00 0.00 0.00 39.25 0.00 0.000 862.00 0.00 0.00 0.00 39.50 0.00 0.000 862.00 0.00 0.00 0.00 Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 27HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 39.75 0.00 0.000 862.00 0.00 0.00 0.00 40.00 0.00 0.000 862.00 0.00 0.00 0.00 40.25 0.00 0.000 862.00 0.00 0.00 0.00 40.50 0.00 0.000 862.00 0.00 0.00 0.00 40.75 0.00 0.000 862.00 0.00 0.00 0.00 41.00 0.00 0.000 862.00 0.00 0.00 0.00 41.25 0.00 0.000 862.00 0.00 0.00 0.00 41.50 0.00 0.000 862.00 0.00 0.00 0.00 41.75 0.00 0.000 862.00 0.00 0.00 0.00 42.00 0.00 0.000 862.00 0.00 0.00 0.00 42.25 0.00 0.000 862.00 0.00 0.00 0.00 42.50 0.00 0.000 862.00 0.00 0.00 0.00 42.75 0.00 0.000 862.00 0.00 0.00 0.00 43.00 0.00 0.000 862.00 0.00 0.00 0.00 43.25 0.00 0.000 862.00 0.00 0.00 0.00 43.50 0.00 0.000 862.00 0.00 0.00 0.00 43.75 0.00 0.000 862.00 0.00 0.00 0.00 44.00 0.00 0.000 862.00 0.00 0.00 0.00 44.25 0.00 0.000 862.00 0.00 0.00 0.00 44.50 0.00 0.000 862.00 0.00 0.00 0.00 44.75 0.00 0.000 862.00 0.00 0.00 0.00 45.00 0.00 0.000 862.00 0.00 0.00 0.00 45.25 0.00 0.000 862.00 0.00 0.00 0.00 45.50 0.00 0.000 862.00 0.00 0.00 0.00 45.75 0.00 0.000 862.00 0.00 0.00 0.00 46.00 0.00 0.000 862.00 0.00 0.00 0.00 46.25 0.00 0.000 862.00 0.00 0.00 0.00 46.50 0.00 0.000 862.00 0.00 0.00 0.00 46.75 0.00 0.000 862.00 0.00 0.00 0.00 47.00 0.00 0.000 862.00 0.00 0.00 0.00 47.25 0.00 0.000 862.00 0.00 0.00 0.00 47.50 0.00 0.000 862.00 0.00 0.00 0.00 47.75 0.00 0.000 862.00 0.00 0.00 0.00 48.00 0.00 0.000 862.00 0.00 0.00 0.00 48.25 0.00 0.000 862.00 0.00 0.00 0.00 48.50 0.00 0.000 862.00 0.00 0.00 0.00 48.75 0.00 0.000 862.00 0.00 0.00 0.00 49.00 0.00 0.000 862.00 0.00 0.00 0.00 49.25 0.00 0.000 862.00 0.00 0.00 0.00 49.50 0.00 0.000 862.00 0.00 0.00 0.00 49.75 0.00 0.000 862.00 0.00 0.00 0.00 50.00 0.00 0.000 862.00 0.00 0.00 0.00 50.25 0.00 0.000 862.00 0.00 0.00 0.00 50.50 0.00 0.000 862.00 0.00 0.00 0.00 50.75 0.00 0.000 862.00 0.00 0.00 0.00 51.00 0.00 0.000 862.00 0.00 0.00 0.00 51.25 0.00 0.000 862.00 0.00 0.00 0.00 51.50 0.00 0.000 862.00 0.00 0.00 0.00 51.75 0.00 0.000 862.00 0.00 0.00 0.00 52.00 0.00 0.000 862.00 0.00 0.00 0.00 52.25 0.00 0.000 862.00 0.00 0.00 0.00 52.50 0.00 0.000 862.00 0.00 0.00 0.00 52.75 0.00 0.000 862.00 0.00 0.00 0.00 Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 28HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 53.00 0.00 0.000 862.00 0.00 0.00 0.00 53.25 0.00 0.000 862.00 0.00 0.00 0.00 53.50 0.00 0.000 862.00 0.00 0.00 0.00 53.75 0.00 0.000 862.00 0.00 0.00 0.00 54.00 0.00 0.000 862.00 0.00 0.00 0.00 54.25 0.00 0.000 862.00 0.00 0.00 0.00 54.50 0.00 0.000 862.00 0.00 0.00 0.00 54.75 0.00 0.000 862.00 0.00 0.00 0.00 55.00 0.00 0.000 862.00 0.00 0.00 0.00 55.25 0.00 0.000 862.00 0.00 0.00 0.00 55.50 0.00 0.000 862.00 0.00 0.00 0.00 55.75 0.00 0.000 862.00 0.00 0.00 0.00 56.00 0.00 0.000 862.00 0.00 0.00 0.00 56.25 0.00 0.000 862.00 0.00 0.00 0.00 56.50 0.00 0.000 862.00 0.00 0.00 0.00 56.75 0.00 0.000 862.00 0.00 0.00 0.00 57.00 0.00 0.000 862.00 0.00 0.00 0.00 57.25 0.00 0.000 862.00 0.00 0.00 0.00 57.50 0.00 0.000 862.00 0.00 0.00 0.00 57.75 0.00 0.000 862.00 0.00 0.00 0.00 58.00 0.00 0.000 862.00 0.00 0.00 0.00 58.25 0.00 0.000 862.00 0.00 0.00 0.00 58.50 0.00 0.000 862.00 0.00 0.00 0.00 58.75 0.00 0.000 862.00 0.00 0.00 0.00 59.00 0.00 0.000 862.00 0.00 0.00 0.00 59.25 0.00 0.000 862.00 0.00 0.00 0.00 59.50 0.00 0.000 862.00 0.00 0.00 0.00 59.75 0.00 0.000 862.00 0.00 0.00 0.00 60.00 0.00 0.000 862.00 0.00 0.00 0.00 60.25 0.00 0.000 862.00 0.00 0.00 0.00 60.50 0.00 0.000 862.00 0.00 0.00 0.00 60.75 0.00 0.000 862.00 0.00 0.00 0.00 61.00 0.00 0.000 862.00 0.00 0.00 0.00 61.25 0.00 0.000 862.00 0.00 0.00 0.00 61.50 0.00 0.000 862.00 0.00 0.00 0.00 61.75 0.00 0.000 862.00 0.00 0.00 0.00 62.00 0.00 0.000 862.00 0.00 0.00 0.00 62.25 0.00 0.000 862.00 0.00 0.00 0.00 62.50 0.00 0.000 862.00 0.00 0.00 0.00 62.75 0.00 0.000 862.00 0.00 0.00 0.00 63.00 0.00 0.000 862.00 0.00 0.00 0.00 63.25 0.00 0.000 862.00 0.00 0.00 0.00 63.50 0.00 0.000 862.00 0.00 0.00 0.00 63.75 0.00 0.000 862.00 0.00 0.00 0.00 64.00 0.00 0.000 862.00 0.00 0.00 0.00 64.25 0.00 0.000 862.00 0.00 0.00 0.00 64.50 0.00 0.000 862.00 0.00 0.00 0.00 64.75 0.00 0.000 862.00 0.00 0.00 0.00 65.00 0.00 0.000 862.00 0.00 0.00 0.00 65.25 0.00 0.000 862.00 0.00 0.00 0.00 65.50 0.00 0.000 862.00 0.00 0.00 0.00 65.75 0.00 0.000 862.00 0.00 0.00 0.00 66.00 0.00 0.000 862.00 0.00 0.00 0.00 Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 29HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 66.25 0.00 0.000 862.00 0.00 0.00 0.00 66.50 0.00 0.000 862.00 0.00 0.00 0.00 66.75 0.00 0.000 862.00 0.00 0.00 0.00 67.00 0.00 0.000 862.00 0.00 0.00 0.00 67.25 0.00 0.000 862.00 0.00 0.00 0.00 67.50 0.00 0.000 862.00 0.00 0.00 0.00 67.75 0.00 0.000 862.00 0.00 0.00 0.00 68.00 0.00 0.000 862.00 0.00 0.00 0.00 68.25 0.00 0.000 862.00 0.00 0.00 0.00 68.50 0.00 0.000 862.00 0.00 0.00 0.00 68.75 0.00 0.000 862.00 0.00 0.00 0.00 69.00 0.00 0.000 862.00 0.00 0.00 0.00 69.25 0.00 0.000 862.00 0.00 0.00 0.00 69.50 0.00 0.000 862.00 0.00 0.00 0.00 69.75 0.00 0.000 862.00 0.00 0.00 0.00 70.00 0.00 0.000 862.00 0.00 0.00 0.00 70.25 0.00 0.000 862.00 0.00 0.00 0.00 70.50 0.00 0.000 862.00 0.00 0.00 0.00 70.75 0.00 0.000 862.00 0.00 0.00 0.00 71.00 0.00 0.000 862.00 0.00 0.00 0.00 71.25 0.00 0.000 862.00 0.00 0.00 0.00 71.50 0.00 0.000 862.00 0.00 0.00 0.00 71.75 0.00 0.000 862.00 0.00 0.00 0.00 72.00 0.00 0.000 862.00 0.00 0.00 0.00 72.25 0.00 0.000 862.00 0.00 0.00 0.00 72.50 0.00 0.000 862.00 0.00 0.00 0.00 72.75 0.00 0.000 862.00 0.00 0.00 0.00 73.00 0.00 0.000 862.00 0.00 0.00 0.00 73.25 0.00 0.000 862.00 0.00 0.00 0.00 73.50 0.00 0.000 862.00 0.00 0.00 0.00 73.75 0.00 0.000 862.00 0.00 0.00 0.00 74.00 0.00 0.000 862.00 0.00 0.00 0.00 74.25 0.00 0.000 862.00 0.00 0.00 0.00 74.50 0.00 0.000 862.00 0.00 0.00 0.00 74.75 0.00 0.000 862.00 0.00 0.00 0.00 75.00 0.00 0.000 862.00 0.00 0.00 0.00 75.25 0.00 0.000 862.00 0.00 0.00 0.00 75.50 0.00 0.000 862.00 0.00 0.00 0.00 75.75 0.00 0.000 862.00 0.00 0.00 0.00 76.00 0.00 0.000 862.00 0.00 0.00 0.00 76.25 0.00 0.000 862.00 0.00 0.00 0.00 76.50 0.00 0.000 862.00 0.00 0.00 0.00 76.75 0.00 0.000 862.00 0.00 0.00 0.00 77.00 0.00 0.000 862.00 0.00 0.00 0.00 77.25 0.00 0.000 862.00 0.00 0.00 0.00 77.50 0.00 0.000 862.00 0.00 0.00 0.00 77.75 0.00 0.000 862.00 0.00 0.00 0.00 78.00 0.00 0.000 862.00 0.00 0.00 0.00 78.25 0.00 0.000 862.00 0.00 0.00 0.00 78.50 0.00 0.000 862.00 0.00 0.00 0.00 78.75 0.00 0.000 862.00 0.00 0.00 0.00 79.00 0.00 0.000 862.00 0.00 0.00 0.00 79.25 0.00 0.000 862.00 0.00 0.00 0.00 Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 30HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 79.50 0.00 0.000 862.00 0.00 0.00 0.00 79.75 0.00 0.000 862.00 0.00 0.00 0.00 80.00 0.00 0.000 862.00 0.00 0.00 0.00 80.25 0.00 0.000 862.00 0.00 0.00 0.00 80.50 0.00 0.000 862.00 0.00 0.00 0.00 80.75 0.00 0.000 862.00 0.00 0.00 0.00 81.00 0.00 0.000 862.00 0.00 0.00 0.00 81.25 0.00 0.000 862.00 0.00 0.00 0.00 81.50 0.00 0.000 862.00 0.00 0.00 0.00 81.75 0.00 0.000 862.00 0.00 0.00 0.00 82.00 0.00 0.000 862.00 0.00 0.00 0.00 82.25 0.00 0.000 862.00 0.00 0.00 0.00 82.50 0.00 0.000 862.00 0.00 0.00 0.00 82.75 0.00 0.000 862.00 0.00 0.00 0.00 83.00 0.00 0.000 862.00 0.00 0.00 0.00 83.25 0.00 0.000 862.00 0.00 0.00 0.00 83.50 0.00 0.000 862.00 0.00 0.00 0.00 83.75 0.00 0.000 862.00 0.00 0.00 0.00 84.00 0.00 0.000 862.00 0.00 0.00 0.00 84.25 0.00 0.000 862.00 0.00 0.00 0.00 84.50 0.00 0.000 862.00 0.00 0.00 0.00 84.75 0.00 0.000 862.00 0.00 0.00 0.00 85.00 0.00 0.000 862.00 0.00 0.00 0.00 85.25 0.00 0.000 862.00 0.00 0.00 0.00 85.50 0.00 0.000 862.00 0.00 0.00 0.00 85.75 0.00 0.000 862.00 0.00 0.00 0.00 86.00 0.00 0.000 862.00 0.00 0.00 0.00 86.25 0.00 0.000 862.00 0.00 0.00 0.00 86.50 0.00 0.000 862.00 0.00 0.00 0.00 86.75 0.00 0.000 862.00 0.00 0.00 0.00 87.00 0.00 0.000 862.00 0.00 0.00 0.00 87.25 0.00 0.000 862.00 0.00 0.00 0.00 87.50 0.00 0.000 862.00 0.00 0.00 0.00 87.75 0.00 0.000 862.00 0.00 0.00 0.00 88.00 0.00 0.000 862.00 0.00 0.00 0.00 88.25 0.00 0.000 862.00 0.00 0.00 0.00 88.50 0.00 0.000 862.00 0.00 0.00 0.00 88.75 0.00 0.000 862.00 0.00 0.00 0.00 89.00 0.00 0.000 862.00 0.00 0.00 0.00 89.25 0.00 0.000 862.00 0.00 0.00 0.00 89.50 0.00 0.000 862.00 0.00 0.00 0.00 89.75 0.00 0.000 862.00 0.00 0.00 0.00 90.00 0.00 0.000 862.00 0.00 0.00 0.00 90.25 0.00 0.000 862.00 0.00 0.00 0.00 90.50 0.00 0.000 862.00 0.00 0.00 0.00 90.75 0.00 0.000 862.00 0.00 0.00 0.00 91.00 0.00 0.000 862.00 0.00 0.00 0.00 91.25 0.00 0.000 862.00 0.00 0.00 0.00 91.50 0.00 0.000 862.00 0.00 0.00 0.00 91.75 0.00 0.000 862.00 0.00 0.00 0.00 92.00 0.00 0.000 862.00 0.00 0.00 0.00 92.25 0.00 0.000 862.00 0.00 0.00 0.00 92.50 0.00 0.000 862.00 0.00 0.00 0.00 Type II 24-hr 100YR-24HR Rainfall=6.46"_DRAINAGE_RATIONAL Printed 12/29/2022Prepared by Seymour & Sons LLC Page 31HydroCAD® 10.20-2g s/n 12596 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 9P: DRY POND (continued) Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 92.75 0.00 0.000 862.00 0.00 0.00 0.00 93.00 0.00 0.000 862.00 0.00 0.00 0.00 93.25 0.00 0.000 862.00 0.00 0.00 0.00 93.50 0.00 0.000 862.00 0.00 0.00 0.00 93.75 0.00 0.000 862.00 0.00 0.00 0.00 94.00 0.00 0.000 862.00 0.00 0.00 0.00 94.25 0.00 0.000 862.00 0.00 0.00 0.00 94.50 0.00 0.000 862.00 0.00 0.00 0.00 94.75 0.00 0.000 862.00 0.00 0.00 0.00 95.00 0.00 0.000 862.00 0.00 0.00 0.00 95.25 0.00 0.000 862.00 0.00 0.00 0.00 95.50 0.00 0.000 862.00 0.00 0.00 0.00 95.75 0.00 0.000 862.00 0.00 0.00 0.00 96.00 0.00 0.000 862.00 0.00 0.00 0.00