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Home My WebLink About20210224 Ver 1_D1900225 - WestPoint - SIA_202112160 CoultedJ.e.well Thames, PA Stormwater Impact Analysis WESTPOINT Site Plan Submittal Calculations By: Jacy C. Jennings, PE Checked By: Preston B. Royster, PE Coulter Jewell Thames, PA 111 West Main Street o Ess, ti'Z9 'Q „ 438-J2 (� cyC. Durham, NC 27701 ////I%II \\ P: g1g-682-0368 1�! ��2°� F: g1g-688-5646 NC Board of Engineers & Surveyors License No. c-1209 July 2, 2019 Resubmittal: November 18, 2019 Resubmittal: March 1, 2021 Resubmittal: May 11, 2021 Resubmittal: August 17, 2021 Resubmittal: December 3, 2021 1. COVER 2. TABLE OF CONTENTS 3. PROJECT NARRATIVE 4. STORMWATER DEVELOPMENT REVIEW SUBMITTAL CHECKLIST 5. REFERENCE MATERIAL 6. PEAK FLOWANALYSIS- HYDROLOGYAND HYDRAULICS MODELING 7. WATER QUALITY CALCULATIONS 8. SCM AND OTHER DESIGN CALCULATIONS (CONSTRUCTION DRAWING STAGE ONLY) g. SCM DESIGN SUMMARIES (CONSTRUCTION DRAWING STAGE ONLY) A. PROJECT DATA • Project Name: Westpoint • PIN: 0824-62-66-io33; o824-42-93-2948; o824-04-72-693.8; o824-04-72-4752; o824-3.8-31-5373; o824-i8-4i-o6o4 • Parcel Address: 5oo3. North Roxboro Street • Previous Case #: N/A (Development Plan Approved May io, 3.973) • Stormwater Regulatory Basin: Falls Lake • River Basin: Neuse River • Impervious Area o Existing: 5,296 sf o Proposed:1,099,348 sf • Area of Land Disturbance: 2,398,23.3.sf • TMDLs: Neuse River Estuary— Nitrogen • Watershed Protection Overlay: E-B B. SITE HISTORY Per City of Durham Aerials, no site changes have occurred within the parcel boundaries since 3.994 (see ortho image provided). The pre -development site conditions are the same for the baseline dates for both the peak flow analysis and water quality analysis. These baseline dates are April 23, 3.997 for the 2- year and io-year peak flow analysis, March 9, 2oo3. for the i-year analysis, and July 6, 203.2 for water quality analysis. C. PROJECT DESCRIPTION The Westpoint project involves the development of 382 single family lots and townhomes, associated streets, sidewalks, and driveways, and utility improvements. This project isto be completed in four phases and the proposed stormwater wetlands have been designed to ultimate site build -out. Wetlands i and 2 shall be completed with development in Phase i. Wetlands 4 and 5 shall be completed with development in Phase 2. Development in Phases 3 and 4 will drain to the previously constructed wetlands. D. QUANTIFYING LAND DISTURBANCE AND CHANGES IN IMPERVIOUS SURFACE Per City of Durham Aerials, no site changes have occurred within the parcel boundaries since 3.994 (see ortho image provided). The disturbance associated with this project is approximately 2,398,211 sf. E. WATERSHED PROTECTION OVERLAYS This project is located in the Eno River Protected Area E-B. The high density option impervious surface limit of 70% is being utilized forthis development. F. STREAMS Per the NCDEQ Buffer Determination, 3 tributaries on or adjacent to the site are subject to buffers and those buffers have been shown on the plans. The USGS Quad map and Durham County Soil Survey are also included. G. FLOODPLAINS Per the FEMA FIRM provided, there isfloodplain located at the western parcel boundary. This floodplain has been shown on the plans. H. APPLICABLE REQUIREMENTS Per section 70-738(b)(iii) of the ordinance amending the stormwater performance standards for development, a site that has an increase of more than 500 square feet in impervious area from the baseline dates on Limited Residential and Multifamily development shall be required to meet peak flow requirements for the i-year, 2-year, and io-year storms. The purpose of the i-year analysis is to prevent erosion of the stream bank resulting from increases in flow. Where there is no stream within 3.50 ft of the basin boundary, the downstream property lines were used for the i-year analysis point. Where there is a stream, the analysis point was set atthe stream. The NC Floodplain Mapping Model of the Eno River in conjunction with the site is analyzed to ensure development meets City Stormwater Standards forthe 2-year and io-year storms. Per section 70-740 of the ordinance amending the stormwater performance standards for development, land disturbance forthis site is greater than the threshold for the Falls Basin. Therefore, stormwater pollutant standards, including nitrogen, phosphorus, and total suspended solids are required to be met. All increased impervious surfaces, as reasonably practical, must drain to SCMs designed for treatment of TSS for the first inch of rainfall. Nitrogen and Phosphorus export loading rate limits to be met are 2.2 Ib/ac/yr and o.33 Ib/ac/yr, respectively. Additionally, per section 70-741, 50% of the required reductions shall be achieved onsite before offsite purchase of nutrient credits is allowed. Per sections B and C under section 8.7.2 Watershed Protection Overlay Standards of the City of Durham Unified Development Ordinance (UDO), where development proposes intensity greaterthan the maximum authorized bythe Low Density Option (24% impervious within the E/B overlay), engineered stormwater controls shall be used to control stormwater runoff from the first inch of rainfall in order to meet water quality concerns. I. METHODOLOGY • The Durham County Soil Survey and NRCS Web Soil Survey is used to identify the soil types located on the site. • HydroCAD software is used to calculate pre- and post -development peak flow rates and volumes for each sub -basin. HydroCAD uses the SCS TR-20 method to develop hydrographs. • HydroCAD software is used to calculate the time of concentration (Tc) for each sub -basin. HydroCAD uses the SCS segmental approach to estimate the time of concentration. • HydroCAD software is used to calculate the composite curve number for each sub -basin. Per direction of Stormwater Development Review, HydroCAD SBUH weighting method, instead of the NRCS TR-55 weighted CN method, for calculation of composite curve numbers was utilized to provide separate calculations for pervious/disconnected impervious runoff and connected impervious runoff. • The NC Floodplain Mapping Model of the Eno River was used to create a comparable subcatchment in the HydroCAD software to perform the 2-year, io-year, and ioo-year peak flow analysis. • The HEC-RAS model at cross-section 54058.5 was analyzed to determine any impacts to the regulated floodplain. • The Stormwater Nitrogen and Phosphorus (SNAP) Tool is used to calculate nutrient export for the site. For the 3.-year peak flow analysis, the project area was analyzed as six basins. For Basin i, the analysis point was taken at the stream that flows along the eastern property line. The drainage area also includes any area in which onsite runoff will drain across to reach the analysis point, but not the entirety of the upstream area draining to the analysis point. This is a more conservative analysis, as the impact of any increase will be proportionally higher with a smaller drainage basin in comparison to the larger drainage basin. For Basins 2, 3, and 4, the northern property line was used as the analysis points, separating the basins where ridges cross the property line. For Basin 5, the analysis point was taken at the stream that flows along the western property line. The drainage area also includes any area in which onsite runoff will drain across to reach the analysis point, as was considered in Basin i. For Basin 6, the southern property line was used as the analysis point. Time of concentration (Tc) is defined as the longest time of flow from any point in the watershed to the outlet of the watershed. The pre -development Tc for each basin was calculated and those results are shown in the HydroCAD report. For post -development conditions of any basin draining to an SCM an assumed minimum 5-minute Tcwas used due to the large amount of impervious area. A minimum 5- minute Tc was also used for the Bypass areas of Basins 3 and 4 and for Basin 2 as the areas were greatly reduced in size from the pre -development conditions. A Tc was calculated for the Bypass areas of Basins i and 5 and for Basin 6 because they remain similarto their pre -development conditions. These results are shown in the HydroCAD report. Pre -development and post -development Hydrologic Soil Group (HSG) maps have been provided with an overlay of the drainage basins, for reference. For pre -development conditions, each cover condition was broken down by HSG in each basin to provide an accurate representation for the peak flow calculations. In the post -development condition, each cover condition was broken down by HSG in each basin that remained largely unchanged from the pre -development condition (i.e., the Bypass areas of Basins i and 5). To be conservative, in basins with significant grading (i.e. all basins draining to SCMs), an HSG of D was assumed for all pervious areas, as the soil type of any fill that maybe brought in is unknown and compaction during grading may impact the in situ HSG. For the 2-year and io-year peak flow analyses, the Eno River Floodway Analysis from the NC Flood pIain Mapping Model was used in conjunction with the site analysis to determine the impact of the site development on the Eno River downstream of the site. A subcatchment representative of an analysis point in the Eno River downstream of the site was created in HydroCAD to produce a comparable flow to the ioo-year data retrieved from the Floodway Analysis. This subcatchment was then run for the 2- year and io-year storms to create pre -development flow numbers. For post -development analysis, the outflow from the site basins was combined with the flow from the Floodway Analysis using a Combined Hydrograph. This is a conservative analysis as the onsite area intrinsically factored in the pre - development subcatchment has not been removed for the post -development analysis. The bridge crossing at North Roxboro Street has been analyzed to ensure the increase in the ioo-year peak flow from development of the site will not negatively affect the ioo-year peak flow or flood elevation at the bridge. J. CONCLUSIONS As a result of development, SCMs are required to detain the increase in the i-year peak flow back to pre -development levels. Four stormwater wetlands are proposed, with two in Basin i (Wetlands i and 2), and one each in Basins 4 and 5 (Wetlands 4 and 5). With the addition of the proposed wetlands, there is a decrease in the i-year peak flow for Basins 1, 4, and 5. Detailed design of the proposed SCMs will be provided with the Construction Drawing submittal including riprap lined channels to provide diffuse flow from Wetlands 2 and 5 into the buffers per Section 8.3..6 2.a of the Reference Guide for Development. Basins 2, 3, and 6 show no increase in peak flow from pre -development to post -development conditions due to the reduction in size of each of these basins. For reference, HydroCAD calculations forthe 2-year, io-year, and ioo-year storms are also provided at the i-year analysis points. As noted, a downstream analysis was performed, and an analysis point in the Eno River where it crosses N. Roxboro Road was used. When the Eno River catchment is combined with the post development analysis for the site, the increase in the flow to the Eno River for the 2-year, io-year, and ioo-year storms was found to be 0.02% (0.89 cfs), o.oi% (0.96 cfs), and 0.01% (1.76 cfs), respectively. The only structures found downstream of the site are the West Point Mill and footbridge crossings of Meadow Branch Creek. A cross-section analysis at the southernmost footbridge has been provided as this structure will first receive the flow from Basin i of the site as well as having the most restrictive geometry observed. The stream in that location has a bottom width of 6.5 ft, a top width of 9 ft, and a depth to the bottom of the footbridge of 3.25 ft with a slope of io:i outward from that point. A representative drainage area was found to have a io-year flow of 570.95 cfs; and analyzing the measured cross-section the depth of flow was found to be 5.73. ft and the velocity was found to be 4.89 ft/s. The increase in the io-year flow at the Basin i analysis point, which drains to the stream under the footbridge, was calculated to be 3.3-7.3.0 cfs. Adding this to the pre -development flow of 570.95 cfs, the post -development flow was calculated to be 688.05 cfs. Analyzing the measured cross-section, the depth of flow was found to be 6.0o ft and the velocity was found to be 5.09 ft/s. By these calculations the footbridge will be submerged in the pre -development condition; therefore, the increase in depth of flow will not make the footbridge any less usable during the io-year storm. The 4% increase in the io- year velocity and should not cause a negative impact to the stream. These increases due to site development should have no negative impact on these structures; therefore, peak flow requirements should be met. The HEC-RAS model of Warren Creek, which receives flow from the western portion of the site, at cross-section 3423.4 was also analyzed. The analysis showed that due to development there are small increases in total flow (76 cfs; 3..3%), water surface elevation (0.04 ft), velocity (0.3-3. ft/s;0.7%), flow area (4-32 sf;0.7%), and top width (0.3.9ft;0.2%). As there are no structures located in this area, these small increases due to site development should have no negative impact; therefore, peak flow requirements should be met. To ensure the development of this site would have no negative impact on the regulated floodplain downstream, the HEC-RAS model of the Eno River at cross-section 54058.5 was analyzed. The analysis showed that though total flow (<4cfs, 0.02%), flow area (o.96 sf; o.oi%), and top width (0.02 ft; 0.004%) increase due to development these changes were not large enough to affect water surface elevation or channel velocity. As such, there are no negative impacts to the regulated floodplain due to this development. To ensure the development of this site would have no negative impact on the ioo-year peak flow or flood elevation at the bridge crossing at North Roxboro Street, the HEC-RAS model of the Eno River at cross-section 53496.3. was analyzed. The current conditions at this cross-section are a ioo-year flow of 3.8953 cfs and water surface of 294-43 ft. Development of this site contributes an increase of 23.4 cfs. Running the model with this increase in flow provides an increase in the ioo-year water surface elevation of o.09 ftto 294.52 ft. The increase in peak flow is less than the 3.,3.82 cfs that has been accounted for in the ioo-year future flow and is less than the ioo-year future flood elevation of 295.3.4 ft; therefore, the bridge crossing at North Roxboro Street will not be negatively impacted by flood waters as a result of this development. Perthe Stormwater Nitrogen and Phosphorus (SNAP) Tool, the four wetlands proposed to detain the increase in peak flow provide sufficient onsite nutrient treatment and the remainder of the required mitigation can be handled with the purchase of nutrient credits. In orderto meet TSS requirements under the ordinance amending the stormwater performance standards for development for the Falls Basin and the UDO for Watershed Protection Overlays, all increased impervious as reasonably practical has been directed to the 4 stormwater wetlands which are each designated as Primary SCMs fortreatment. The existing onsite impervious surface totals 5,296 sf. The proposed impervious surface at the completion of this development is 3.,099,348 sf and the impervious surface that will be directed to SCMs for treatment of TSS totals 3.,o84,446 sf. The only proposed impervious area which bypasses treatment is a portion of the Stadium Drive extension, which provides access to the site. The greatest possible amount of impervious surface in this area has been directed to Wetland 5 while keeping proposed storm drainage under 20 feet or less cover. While 3.5,744 sf of impervious surface will bypass treatment, which results in an increase 3.0,448 sf of impervious surface will bypass treatment for TSS, the treatment has been provided to the greatest extent practical should meet the objectives of the Watershed Protection Overlay designated in Section 4.3-1.3. of the City of Durham UDO. DURHAM IN1869 cm QF .hSEX INE CITY OF DURHAM — STORMWATER SERVICES SITE PLAN SUBMITTAL CHECKLIST Department of Public Works 101 City Hall Plaza I Durham, NC 27701 919.560.4326 1 F 919.560.4316 Date: 12/03/2021 www.durhamnc.gov Project Name: WESTPOINT Phase: D1900225 Previous Project Name(s): Planning Case Number: D1900225 PIN(s): 0824-62-66-1033; 0824-42-93-2948; 0824-04-72-6918; 0824-04-72-4752; 0824-18-31-5373; 0824-18-41-0604 Contact Person: PRESTON ROYSTER Company: CJT, PA Email Address: proyster@cjtpa.com Phone: 919-682-0368 Fax: 919-688-5646 For each review submittal, including re -submittals, the entire Stormwater Impact Analysis (SIA) and submittal checklist shall be submitted. Partial SIA and checklist will result in notification of an incomplete submittal with no review performed. Contact Stormwater Services regarding redevelopment or expansion projects for modified requirements. The following checklist outlines submittal requirements. Initial in the space provided to indicate the following submittal requirements have been met and supporting documentation is attached. M.■ns Initials PBR (Check One) 0 INSIDE ❑ OUTSIDE Watershed Protection Overlay (WPO). Indicate the WPO(s) where the project is located: (Check all that apply) ❑ F/J-A ❑ F/J-B ❑ E-A ❑✓ E-B ❑ M/LR-A ❑ M/LR-B If inside WPO, notation of WPO Standards is required on plans. PBR (Check all that apply) [—]Jordan Basin ❑✓ Falls Basin ❑ Lower Neuse Basin PBR A legible copy of the United States Geological Survey 7.5 Minute Quadrangle map is provided, including map reference, with site boundary clearly shown and labeled. The map clearly shows all streams. PBR A legible copy of the published Durham County Soil Survey is provided, including map reference, with the site boundary clearly shown and labeled. The map clearly shows all streams, soil types and soil type boundaries. PBR Tops of banks for the streams are shown on the plan. [Contact the North Carolina Department of Environment and Natural Resources for stream identifications in the Neuse River Basin (Falls and Lower Neuse Basins). Stream determinations in the Jordan Basin shall be submitted per the Letter to Industry found on Stormwater Development Reviews' web site at New Stream Buffer Requirements [First Revision to LTI 07-03-081 (25August2011)]. PBR All Watershed Protection Overlay, Neuse River Basin, Jordan Basin, and City riparian buffers, measured from the tops of the stream banks, are shown on the plan. Page 1 of 6 PBR The 10-foot no build setback, measured from all riparian buffers, is shown on the plan. PBR Diffuse flow is achieved into riparian buffers. PBR (Check One) QYes ❑ No Regulated floodplain located on site. PBR A legible copy of the effective Federal Emergency Management Agency National Flood Insurance Program Flood Insurance Rate Map is provided. Map number, map date, and site boundary are clearly shown and labeled. [This map is required regardless of whether floodplain is located on the site.] The effective and/or future FEMA 100-year floodplain, with base flood elevations (if applicable), are shown on the plan. PBR All applicable notes, per the Standard Notes section of the Reference Guide for Development, have been added to the plan. PBR Stormwater Impact Analysis (SIA) sealed and signed by a registered North Carolina Professional Engineer (NCPE) is provided, including narrative report and drainage calculations. Note: If a site is exempt from stormwater requirements then a narrative advising of the exemption can be submitted by any designer. Initials PBR An introductory narrative describing pre- and post -development site conditions and site improvement changes, is provided. Note: The baseline conditions for the 1-year event varies based upon the regulatory basin in which the project is located. PBR Drainage area maps (one map for pre -development and one map for post -development) are provided with the following items: X Scale and north arrow (Note: Except in the instance of site -to -drainage area maps, the scale of each drainage area map shall not exceed 1" = 30'). X Sub -basin area(s) delineated with area(s) in acres indicated. X Analysis points clearly identified and labeled. X Segmented TR-55 time of concentration flow paths showing and labeling each segment. PBR Methodologies and procedures are fully described. PBR A site plan with contour lines or grading plan identifying pre- and post -development drainage patterns is provided. PBR Pre- and post -development times of concentration, calculated by TR-55 segmented approach, are provided. PBR Calculations for the pre- and post -development peak discharge rates are provided for the 1-, 2-, 10-, and 100-year, 24-hour storm using TR-55, TR-20, HEC-HMS, HEC-1 or Rational Method as applicable. Note: The Rational Method is not accepted for the 1-year analysis, areas that drain more than 50 acres, or watersheds that are not homogeneous. Page 2 of 6 PBR A Summary of Results is provided in the following format: Site Analysis Point # Site Condition Storm Event (cfs) 1-year (cfs) 2-year (cfs) 10-year (cfs) 100-year (cfs) -year (cfs) Pre -Development Post -Development without Detention Post -Development with Detention PBR Conclusions providing detailed findings are provided. PBR Stormwater control measure(s) (SCM[s]) are provided (indicate number of each type of SCM): Level Spreader w/ Vegetative Filter Strip 4 Stormwater Wetland Wet Detention Basin Sand Filter Bioretention Grassed Swale Restored Riparian Buffer Dry Extended Detention Basin Permeable Pavement Green Roof Disconnected Impervious Surface Rainwater Harvesting System Proprietary Systems or Other Not required (provide explanation): PBR The SCM(s) indicated above are required to control the following peak discharge rates: X 1-year 2-year 10-year 100-year Other PBR A downstream analysis in accordance with the Reference Guide for Development is provided with findings, or is Not required (provide explanation): Initials N/A The project is exempt based upon cumulative land disturbance as of the applicable baseline date. PBR The proposed project is X >_ 16% impervious (Falls and Jordan Basins) / >_ 24% impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal is provided for this project, and all the impervious area as reasonably practical is treated by an SCM. OR The proposed project is <16% impervious (Falls and Jordan Basins) / <24% impervious (Lower Neuse Basin), 85% Total Suspended Solids (TSS) removal for all runoff from non -vegetated conveyances is provided for this project, and all the impervious area as reasonably practical is treated by an SCM. N/A The project is low density without non -vegetated conveyances, thus TSS removal is not required. Page 3 of 6 PBR SCMs for TSS removal are provided (indicate number of each type of SCM): Note: Not all of the SCMs listed below provide 85% TSS removal as a stand-alone SCM and must be used in series with other SCMs to achieve the minimum TSS removal of 85%. Level Spreader w/ Vegetative Filter Strip 4 Stormwater Wetland Wet Detention Basin Sand Filter Bioretention Grassed Swale Restored Riparian Buffer Dry Extended Detention Basin Permeable Pavement Green Roof Disconnected Impervious Surface Rainwater Harvesting System Proprietary Systems or Other Not required (provide explanation): PBR Hard copies of the following: • Pre- and post -development nutrient calculations using the Jordan/Falls Lake Stormwater TSNAP Nutrient Load Accounting Tool found OOL) at: http://Portal.ncdenr.org/web/mordanlake/implementation-guidance-archive or http://durhamnc.gov/ich/op/pwd/storm/Pages/SWDevReview.aspx Note: Nutrient calculations are always required regardless if the project is exempt from treatment requirements. • The Nutrient Reporting Form (including the Compliance Worksheet tab) per the 3/7/2013 Letter to Industry http://durhamnc.gov/ich/op/pwd/storm/Pages/LTI-SWDevReview.aspx PBR Pre- and post -development land use area maps that correspond to the categories used in the Jordan/Falls Lake Stormwater Nutrient Load Accounting Tool for the nutrient calculations, to scale no smaller than 1 inch = 100 feet. The maps shall show the map scale, north arrow, and are to have the different land uses either hatched or shaded with areas indicated in a legend on the maps. Note: The land use area maps are always required regardless if the project is exempt from treatment requirements. Page 4 of 6 PBR SCMs for nutrient control are provided (indicate number of each type of SCM): Level Spreader w/ Vegetative Filter Strip 4 Stormwater Wetland Wet Detention Basin Sand Filter Bioretention Grassed Swale Restored Riparian Buffer Dry Extended Detention Basin Permeable Pavement Green Roof Disconnected Impervious Surface Rainwater Harvesting System Proprietary Systems or Other Not required (provide explanation): PBR After meeting the minimum on -site treatment requirements, additional treatment and/or offsite credit purchases, if needed, is provided by: Additional SCMs Nutrient Offset Payment to the North Carolina Ecosystem Enhancement Program X Nutrient Offset Payment to an Approved Nutrient Bank Land Bank Credit Transfer (Commitments shall be made prior to October 1, 2015) N/A The project site is located in an area subject to a state -approved Total Maximum Daily Load (TMDL) for bacteria. (As of April 2014, only Northeast Creek has a TMDL for bacteria). N/A SCMs rated as medium or high for bacterial removal are provided (indicate number of each type of SCM): Bioretention Area Stormwater Wetlands Wet Detention Basin Sand Filter Level Spreader w/ Vegetative Filter Strip Restored Riparian Buffer Dry Extended Detention Basin Permeable Pavement Other (specify) Not required (provide explanation): Page 5 of 6 Initials PBR 85% Total Suspended Solids (TSS) removal is required for this project, and 100% of the impervious area will be treated by an SCM. Note: Not all of the SCMs listed below provide 85% TSS removal as a stand-alone SCM and must be used in series with other SCMs to achieve the minimum TSS removal of 85%. PBR SCM for TSS removal are provided (indicate number of each type of SCM): Level Spreader w/ Vegetative Filter Strip 4 Stormwater Wetland Wet Detention Basin Sand Filter Bioretention Grassed Swale Restored Riparian Buffer Dry Extended Detention Basin Permeable Pavement Rooftop Runoff Management Disconnected Impervious Surface Rainwater Harvesting System Proprietary Systems or Other Not required (provide explanation): Initials PBR A compact disc (CD), DVD rom disk, or USB drive, separate from that submitted to fulfill the Planning Department's electronic file submittal requirements, and marked "For Stormwater Services" has been included with the submittal. An electronic file transfer protocol or other internet cloud -based file sharing website can be used in place of the electronic media. The disc or USB drive contains electronic copies of the following: X Sealed SIA: entire document including narrative, data, calculations, pre- and post - development drainage area maps, pre- and post -development land use area maps that correspond to the categories used in the JFLSAT, and all appendices (pdf format) TSNAP X Jordan/Falls Lake Stormwater Accounting Tool (Excel format) OOL) X Nutrient Reporting Form Excel format) Page 6 of 6 ROY COOPER Gavernar, MICHAEL S. REGAN SeGrsrQry UNDA CULPEPPER Director Keith T. Brown Sun Forest Systems 383 Old Piedmont Cir. Durham, NC 27516 NORTH CAROLINA Environmental Quality May 22, 2019 Subject: Surface Water- Determination Letter NBRRO# 19-141 Durham County Determination Type: Buffer Call Isolated or EtP Call ® Neuse (15A NCAC 2B .0233) ' . ❑ Tar -Pamlico (15A NCAC 2B .0259) ElEphemeralllntermittenYPerennial Determination ❑ Isolated Welland Determination ❑ Jordan (I 5A NCAC 2B .0267) Project Name: Roxboro Street Property Location/Directions: The projected area is at 5001 Roxboro Street in Durham, Durham County 1 Subject Stream: UTs to Jumping Run Determination Date: 5/20/2019 Staff: Cheng Zhang Stream E111P* Not Subject. to Buffers Subject to. Buffers Start r�7"r Stop Soil Sure USGS To o A P• X X X B E X X C E X X D E X X E P X X X F P X X. G E X X H ** X X Pond** X X X �1, 1 i �rth Carolina Department urFairiranmental �uity Div}si�m al t'Vatrr Rrauurc�s `f Raleigh Regional Oificv J 3800 barrel [ Drlvc I Aaleiyh. Not I i Car o14na 27609 UO.r� nuHw riw i� �r h19.7�31.42UU *E111P = Ephrtr¢e�rtrlilttlrrnziNc rttlpc r [trniul **Linear overland ***The pund wa.,. filled. Explanation: The feature(s) listed above ha. or have been located on the Soil Sam," of Durham County. North Carolina or the most recent copy of the USGS Topographic map at a 1-24.000 scale. Each feature that is checked "Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked "Subject" have been located on the property and possess characteristics that qualify it to be a stirearn, There may be other streams located on your property that do not show up on the maps referenced above but. still may be considered jurisdictional according, to the US Army Corps of Engineers and. or to the Division of Water Resources (13"). This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that dispute a determination made by the DWR or Delegated Local Authority may request a determination by the Director. An appeal request [trust he made within sixty (60) days of date of this letter or from the date the affected party (including downstream andlor adjacent owners) is notified of this letter. A request For a determination by the Director shall be referred to the Director in writing If sendin- via L5 Postal Service c/o Karen Higgins DifR — 401 & Buffer Permitting unit 1617 Mail Service Center Raleigh, NC 27699-1617. If se nding viu delivers- service (UPS, FedE.v, etc.) Karen Iliggin.s DWR — 101 A Buffet' Permitting Unit, 512X. Salisbury Street Raleigh, NC 27604 This determination is final and binding unless, as detailed above. you ask for a hearing or appeal within sixty (60) days. The owner/future owners should notify the Division of Water Resources (including any other Local, State, and Federal Agencies) of this decision concerning any future correspondences regarding the subject property (stated above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be directed to the Division of Water Resources (Central Office) at (910)407-6300, and the LDS Arm►• Corp of Engineers (Raleigh Regulatory field Office) at (919)-554-4$84. If you have questions regarding this determination. please feel free to contact Cheng Zhang at (919) 791-4259 Sincerely. Karen Higgins. Supervisor 401 & Buffer Permittiniz Branch cc: RRO DWR File. Copy ri 1 C" Op s , • ',J � �. � ,MfC Mf - {fie H 4J y JrB.'" i i UrNN . r M Al HrC rrc ff r Lg "' 1 --- Li f r • hNMI ' - � r�►i - r .yn4 . do M .l Irc riGrh 11Af8 '` a 1 Project Number: 13706.Wl Map Title: i►►`` Figure 2- 501I Survey Map 1 �� 0a Project Manager: l l I I l SB 5001 N Roxboro St, Feet Scale: Durham County, NC Source: Durham County Soil Soil & Environmental consultants, P W.I.H. 4,— W-.... d.', w.1-A k � .,,.�.,. Date: 12151201 S Survey Sheet 13 & 17 ..,..M. ,,.P.. _ ,� ...... ...... . 44 co N a O O V Z Q £ `m o -ow0 `o E Noo =w N ct 6 cd_- O 0 m O mQ C, �o vo ow , l) 0 =a= Z o O LD (j EOU O O w E 2 o 7 s j = u N 7 E O (D N O O W 7£ a C, a' r 0 U Q cD z m 0 e w co w m H Q L t Q o Oi o w = 7 E Z = m -E U O p z +N w U 1 N Q c) J o � H Q c D co E Cl) m Q _ 0 -E ~ z Z = O C7 Z_ p Z w a O w p w Q d W Z i w Q � a) C Q w = Q C U E z = OJ m -E p U n > g co Q N � C C Q O77 0 E E N w E N rn 01 p Z o a) y 2 2 S aj (6 7 (6 O a m a x 0 N ❑ Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Durham, North Carolina, USA* �'° Latitude: 36.0649*, Longitude:-78.9144* Elevation: 393.39 ft** *source: ESRI Maps wd�w, source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 1 100 100 200 500 1000 0.404 0.474 0.542 0.603 0.664 0.709 0.749 0.782 0.818 0.849 5-min (0.370-0.441) (0.435-0.517) (0.498-0.591) (0.552-0.656) (0.605-0.722) (0.644-0.772) (0.676-0.815) (0.702-0.853) (0.728-0.894) (0.749-0.928) 0.646 0.757 0.868 0.964 1.06 1.13 1.19 1.24 1.29 1.34 10-min (0.592-0.705) (0.695-0.826) (0.797-0.946) (0.883-1.05) (0.964-1.15) 1 (1.02-1.23) 1 (1.07-1.30) 1 (1.11-1.35) 1 (1.15-1.41) 1 (1.18-1.46) 0.807 0.952 1.10 1.22 1.34 1.43 1.50 1.57 1.63 1.68 15-min (0.739-0.881) (0.874-1.04) (1.01-1.20) 1 1 (1.22-1.46) 1 (1.30-1.56) 1 (1.36-1.64) 1 (1.41-1.71) 1 (1.45-1.78) 1 (1.48-1.84) 1.11 1.32 1.56 1.77 1.99 2.15 2.30 2.44 2.59 2.72 30-min (1.01-1.21) (1.21-1.44) (1.43-1.70) (1.62-1.92) (1.81-2.16) (1.96-2.34) (2.08-2.51) (2.19-2.66) (2.31-2.83) (2.40-2.97) 1.38 1.65 2.00 2.30 2.64 2.92 3.17 3.42 3.72 3.97 60-min (1.26-1.51) 11 (1.51-1.80) (1.84-2.18) 11 (2.11-2.51) 11 (2.41-2.88) (2.65-3.18) (2.87-3.45) (3.07-3.73) (3.31-4.06) (3.50-4.34) 1.65 1.98 2.42 2.81 3.27 3.66 4.02 4.39 4.87 5.28 2-hr (1.51-1.81) 11 (1.82-2.16) 1 (2.56-3.06) 11 (2.96-3.56) 1 (3.30-3.98) 1 (3.60-4.38) 1 (3.91-4.79) 1 (4.29-5.31) 1 (4.61-5.77) 1.76 2.11 2.59 3.02 3.55 3.99 4.43 4.87 5.46 5.97 3-hr (1.61-1.93) (1.94-2.31) (2.37-2.83) 11 (2.76-3.29) 11 (3.22-3.86) 1 (3.60-4.34) 1 (3.96-4.82) 1 (4.33-5.30) 1 (4.80-5.94) 1 (5.19-6.52) 2.12 2.54 3.12 3.65 4.31 4.88 5.45 6.03 6.83 7.53 6-hr (1.95-2.32) (2.34-2.78) (2.86-3.40) (3.34-3.97) (3.91-4.68) (4.40-5.29) (4.87-5.90) 1 (5.34-6.54) 1 (5.96-7.40) 1 (6.49-8.18) 12-hr 2.61 3.01 3.71 4.37 6.21 6.94 6.69 7.48 8.67 9.56 (2.32-2.73) (2.78-3.28) (3.41-4.03) (4.00-4.74) (4.74-5.64) (5.36-6.41) (5.98-7.21) (6.61-8.06) (7.44-9.24) (8.15-10.3) 24-hr 2.92 3.63 4.39 5.07 5.98 6.69 7.41 8.16 9.17 9.97 2,74-3,13 3.31-3.77 4.12-4.70 4.74-5.42 5.57-6.39 6.21-7.16 6.86-7.95 (7.52-8.76) (8.40-9.88) (9.09-10.8) 3.43 4.12 5.09 5.83 6.80 7.57 8.34 9.12 10.2 11.0 2-day (3.21-3.66) 1 (4.77-5.44) 11 (5.45-6.23) 11 (6.34-7.28) 1 (7.03-8.11) 1 (7.72-8.95) 1 (8.40-9.81) 1 (9.33-11.0) 1 (10.0-11.9) 3.62 4.34 5.34 6.12 7.15 7.95 8.77 9.60 10.7 11.6 3-day (3.39-3.87) 11 (4.07-4.64) 11 (5.01-5.71) 11 (5.72-6.53) 11 (6.66-7.65) 1 (7.39-8.52) 1 (8.12-9.42) 1 (8.85-10.3) 1 (9.83-11.6) 1 (10.6-12.6) 3.81 4.57 5.60 6.41 7.49 8.34 9.21 10.1 11.3 12.2 4-day (3.57-4.07) 1 (5.25-5.98) 11 (5.99-6.84) 11 (6.98-8.01) 1 (7.75-8.93) 1 (8.52-9.88) 1 (9.29-10.9) 1 (10.3-12.2) 1 (11.1-13.3) 4.38 5.22 6.33 7.20 8.37 9.30 10.2 11.2 12.5 13.5 7-day (4.13-4.67) 1 (5.95-6.75) 11 (6.76-7.68) 11 (7.83-8.94) 1 (8.67-9.94) 1 (9.52-11.0) 1 (10.4-12.0) 1 (11.5-13.5) 1 (12.4-14.6) 4.99 5.92 7.10 8.02 9.27 10.2 11.2 12.2 13.6 14.7 10-day (4.70-5.30) 11 (5.59-6.30) 11 (6.69-7.55) 11 (7.55-8.53) 11 (8.70-9.87) 1 (9.58-10.9) 1 (10.5-12.0) 1 (11.4-13.1) 1 (12.6-14.6) 1 (13.5-15.8) 6.63 7.81 9.23 10.4 11.9 13.1 14.4 15.6 17.3 18.7 20-day (6.25-7.03) 11 (7.37-8.29) 11 (8.70-9.78) (9.75-11.0) 11 (11.2-12.6) 1 (12.3-14.0) 1 (13.4-15.3) 1 (14.5-16.7) 1 (15.9-18.6) 1 (17.1-20.1) 8.25 9.70 11.2 12.5 14.1 15.3 16.5 17.7 19.4 20.6 30-day (7.80-8.74) 11 (9.17-10.3) 1 1 (13.2-14.9) (14.4-16.2) 1 (15.5-17.6) 1 (16.5-18.9) 1 (18.0-20.7) 1 (19.1-22.1) 10.5 12.3 14.0 15.4 17.3 18.6 20.0 21.4 23.2 24.6 45-day (9.96-11.0) (11.7-12.9) (13.3-14.8) (14.6-16.2) (16.3-18.2) 1 (17.6-19.7) 1 (18.8-21.2) 1 (20.1-22.7) 1 (21.7-24.7) 1 (22.9-26.2) 12.6 14.7 16.6 18.0 19.8 21.2 22.6 23.9 25.5 26.8 60-day (12.0-13.2) (14.0-15.4) (15.8-17.4) (17.1-18.9) (18.8-20.8) (20.1-22.3) (21.3-23.8) (22.5-25.2) (24.0-27.0) (25.1-28.4) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0649&Ion=-78.9144&data=depth&units=english&series=pds 1 /4 1 ! HrC v r H+G '';, CI�Fl / . HrB GeB AIB WIz 7aE GeC hir[3 t _... HrC iw U L.gB .-_ S C7 IVaD I•irB GeD MfD Jr' ` G�e CP.11 ' MfB �r B GeC In pr.' ' HrC HrB MfE I HrB MfB C G e D. 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N N CJ O a N Z V O tl) V E N -6 m C d N '6 N (u Q N � O N L : N N E U W (U (p 2 O N O Z D N N (U a)-0 U CL N 0� N N Q m C U) -0 O w Q >+ m N a) O i N N (6 C O U O N o N C (n U m a-m O) Q ._ m 70 can-E 3 U N TN U C N 7 ON U N U) O L E E u)7 Q N a) Z- N m u) U O jp O w 'O E O Q N N m m m U N N U) (D Q� '6 l y L N m O O C y J (6 0 a) CL C U) Q C N .Utl) 3 i N tl) 3 t C 0 N Q U N m U) 0-0 0 O) m -O m m O _O T 7 C y Q N U) N (6 (6 7 U) ,tl) C N o U) (6 O '6 O Q O g U) m U .o Q m c m s n E �+ E `) `) N C N E : O 7 U D O N N 7 N 7 0 N m 0 (6 fOA N O i C U y 15� E> Q a) 7 >+ (n N O O E O V y O O) O .Q N C m m O Q.� N 3 U tl) — — O N N O)._ E m a E c/ U 2 Q-0 Q m H o U) U) I m H U .- w N R N o y C R U N L ° L C- R 0 R o L a N m o m a R y w m `O m U U o Z in O R Q 0 R a O C 7 OL R R5 R F m o R � a o O w y rn `O y a O > w Hcaz) a° o a 0 0 0 c Q rn Q m o Z rn Q 16 Q v) R .j R 0 0 a y m -0 0 0 0 o a. o 0 a m m U U o z 0) Q a m m S IL IL El El 13 13 U) m Z Hydrologic Soil Group —Durham County, North Carolina Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Ch Chewacla and B/D 2.0 3.0% Wehadkee soils, 0 to 2 percent slopes, frequently flooded GeB Georgeville silt loam, 2 B 7.3 10.9% to 6 percent slopes GeC Georgeville silt loam, 6 B 0.7 1.1 % to 10 percent slopes GIE Goldston very channery D 7.0 10.5% silt loam, 10 to 25 percent slopes HeC Helena sandy loam, 6 to D 11.4 17.1 % 10 percent slopes HrB Herndon silt loam, 2 to 6 B 18.0 26.9% percent slopes HrC Herndon silt loam, 6 to B 10.1 15.0% 10 percent slopes IrB Iredell loam, 2 to 6 C/D 8.1 12.1 % percent slopes IrC Iredell loam, 6 to 10 C/D 1.8 2.7% percent slopes Ur Urban land 0.0 0.0% W Water 0.4 0.6% Totals for Area of Interest 66.9 100.0% USDA Natural Resources Web Soil Survey 3/6/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 R� =G j; \\� 0 xx XAX X/A�jA� Nx ��j/A�j/ //A�j�A�j�A�j�A�j�/A��V�j�A�• A�x r✓i ��i��i�i� ✓��i��i��i�, i��i��i�i,�i ✓✓i��✓%N�✓%✓%✓i�%✓%✓i��✓i✓✓%�%✓� ✓`✓i✓`✓i�`/i✓`'✓`✓i�`✓i✓✓i✓`/i✓`✓i✓`✓i✓`✓i✓`/i✓`✓� ✓��i��i��i��i��i��iA�i��i��i��i��i��i/�� /X,v�Xv>/v 0g xx X�i��i��'��i��i��i��i��i� Xii�ii� �i///Yoii�ii��iinii�'i�ii��j NNiNNi� N,XXj,��,��j,�� j,��j,�X�� iX%<i��i��i� Xx %�%r��%�� X /, i/X/vX�i�� i/��i��i�� N�X�� \\x�r�%�%�� =R �y� Q X s N m {ry = Y o 00 m O N cI N z M z nj Z d' N z N CL 6 CL a w N N o 00 Q 2 O 2 z o o LUOD N a ti o G = '1 z OD o o Q Z d U � � V :1 �za O o�L =w DC LL ZZ Q Z O = cnROV� J p = H O c> ¢ 00 u ¢ a a O O O a, e< EiO O¢ J z Z U lv3ao ZZLL a weJa ad 93ueansul pool) IeuoileN } 1s urvrr VWIL4 x Mt wa it 4 _ oa i ti^ 4iL' I W Q z O N d IL r "5 Mize. r j'i �Lii U� O kp9 m �5 �a w��neis �a 0 U 111-H /Ir�r, Q PARKV1E W DR x o,' Q N 5� \-� ' D"DR -a p AN _ � .ERG 0IVNE DR,- EY DR USGS - NORTHWEST DURHAM QUAD Im �v 1 "=900' Al n a Y � a, y 1 i y 4_y - =R, i a N CO Q O O CY O O N O CY O O c? r r O � r M N N R N V \ O c? 19 M O N v N M U O COO O r O V N � O O O p O M I� V I� O N O I� 0 0 N (Y U � � � M M � r O O � CO � � � O O N O O N COO M 0cx? N r N M 0 4) CY M N M V N V O 0 r O V O O� O m 0 0 O O O N N M N O A V (0 CO M O O O O M O N O d 0 L .� O a (� U CO N O V O CO O N O O cO CO M N ~ N N N O O M t � t t t t Q r 7� � N t Q N t Q N O O O O 01 V 01 In 01 UC z Un z fn O -O N O -O N O m S C C m m Q Q U N M V C N U Lo C N U (D O O N N d m= d m= N N1 (u (u (6 UC (6 m(6 (6 N (6 m m (6 m m N m m N m m N m m m m O O H O H f�C H H m m m m Q ~ -a ~ -a L E E E ~ ~ ~ ~ o U U 1S 19S 2S 3S Pre Dev Basi�a �ev Basin lb Pre Dev Basin 2 Pre Dev Basin 3 20L Pre Combined Basin 1 4S SS 6S Pre Dev Basin 4 Pre Dev Basin 5 Pre Dev Basin 6 9S 'n 2SS Post Dev Be is Bypass - SO TH 26S 7S Po Dev B sin is Po Dev Basin lb ypass-SOUTH 21S O gS Post ev Bas' lb 10S 12S 13S 14S O O O O 15S 16S 17S O O Post Dev Basi 1 SCM Byp s - N RTH 1 By ss- N THPost Dev pasin 1b SCM Basin 3Post Dev tin 4 S�p6t De Post Dev Basin 2 Post Bypass Basin 4 Post Dev tin 5 SCMPost BDy Basin 5 Post Dev Basin 6 A2P 4P A /Wetland 2 Wetland 4 Wetland 5� Wetland 1 7� 1L� Post Combined tC Basin 1 4L SL Post Combined Basin 4 Post Combined Basin 5 Subcat Reach on Link 1801-Storm Study 2021-11-11 - JCJ Prepared by {enter your company name here} Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year Type II 24-hr Default 24.00 1 2.92 2 2 2-Year Type II 24-hr Default 24.00 1 3.53 2 3 10-Year Type II 24-hr Default 24.00 1 5.07 2 4 100-Year Type II 24-hr Default 24.00 1 7.41 2 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Pre Dev Basin 1a Runoff = 11.53 cfs @ 12.25 hrs, Volume= 1.419 af, Depth> 0.57" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 78,249 98 Paved parking, HSG D 202,303 80 >75% Grass cover, Good, HSG D 138,183 61 >75% Grass cover, Good, HSG B 236,687 77 Woods, Good, HSG D 654,749 55 Woods, Good, HSG B 1,310,171 66 Weighted Average 1,231,922 64 94.03% Pervious Area 78,249 98 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 3.0 1,693 0.0285 9.34 280.34 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 26.8 3,084 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 4 Subcatchment 1S: Pre Dev Basin 1a Hydrograph � � � � � � � -- �, --- I�,----�----�----�----�----�----�----�----�-- ■Runoff 11.53 cfs ------ --- ' --- --- ---------------------T 0eA[24=h�-- 11 -- --- --- --- --- --- --- ------ -----fi=Year-kainfiall=2!92'�- 10 9 Runoff ire=T110,1711-sT- Runoff Vo'lurhe=1.4119 of 7 Runoff Depth>OW" o 6 Flow 'Lepgtl=3,084` LL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 5 T�=216.8 m i n 4 4/9 CNII=68 --,----,----,----,---- --- --- -----------------------------4/9 -- 3 2 -T-T---T---T---T---T---7---7-------------------------------�-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 2S: Pre Dev Basin 2 Runoff = 0.21 cfs @ 12.32 hrs, Volume= 0.064 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 192.483 55 Woods. Good. HSG B 192,483 55 Weighted Average 192,483 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.5 789 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.3 839 Total Subcatchment 2S: Pre Dev Basin 2 Hydrograph 0. 0.21 cfs----------- ------------------------------------------------ 0.--------------------------------------------�y"I�--ial'- 0.2 " --'----'----'----'----I----'----I----I----I----I----'----'- 0.19 - - L - - -'- - - -'- - - - L - - -'- - - -'- - - -'- - - -'- - - -'- - - -'- - -'- - - I - - - -I- I - - - -I- I- 'UrYear-Rai ftfa[U=2.,92''- 0.17 --',-----------',--------------------- ---- - -------------- - Rudaff'Ar6a=192'�, M Sf= 0.15--r-------r---r-------r-------- -I- ------ - - 0.14-------------------------------- �ff-Y��"�-Qi=�JD�#-`w�- w 00.12 .13 1 U1110 I Depth=0,117-I- - -'� - - -'� - - -'� - - -'� - - -'� - - -'� - - -'1- - - -II- - - - I I 0 0.11 -- -- -- -- -- --- FlOW-Leh—g-til=8397- LL 0.1J ------------------------------------ 0.09 --------------------------------------------- -- --r-- 0.08 - -------I---- -------------------------------- rC JIM r- 0.07------------- ------------'-------------------------- C4=�5/1 0.06-------'---- ---'----'----'------------------------------- I I I I I I I I I I I I I I I I 0.05 -------r---r-------r---------------------------------------I- 0.04 - ---------- 0 ' 03 --- --'----'----L---'---- '---- I ---- I ---- I ---- I ---- I ---- I ---- I ---- I ---- I ---- I- 0.02 ---------r---r-------I---------------I-------I---------------I- 0.01 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Runoff 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: Pre Dev Basin 3 Runoff = 0.49 cfs @ 12.40 hrs, Volume= 0.162 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 485.421 55 Woods. Good. HSG B 485,421 55 Weighted Average 485,421 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 50 0.0140 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 12.1 947 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 25.7 997 Total Subcatchment 3S: Pre Dev Basin 3 Hydrograph 0.49 cfs �,�---'�----'�----'�---'�----'�----'�----'�----'�----'�----'�----'�----'�----'�----'�----'�- 0. Type la 24 -hr 0.45 --' __ IT-Year_Rai rtfa11-2,92''_ 0.4 -------------------------------RunIOff',Arda=485',s42,1-Sf 0.35 Runpff VoIpmp=6.16� at 0.3 Runoft Depth=0.'17'R ° 0.25 LL FlovV Le'hgt,h=997' 0.2 0.15 C - = 5/0 0.1 0.05 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Runoff 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 4S: Pre Dev Basin 4 Runoff = 5.66 cfs @ 12.16 hrs, Volume= 0.544 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 273,670 77 Woods, Good, HSG D 287.068 55 Woods. Good. HSG B 560,738 66 Weighted Average 560,738 66 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.2 795 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 19.1 845 Total Subcatchment 4S: Pre Dev Basin 4 Hydrograph -'r---'r---r---r---r---r--- r--- r--- T--- 7--- 7--- 7--- 7--- 7--- ,--- I--- - ■Runoff 5.66 cfs Ty' ,pell 24-hr, ---+---+---r---r---+---+---+---+---+---+---+---+---+---+---+---+- 5 1'rYe'ar Rainfall=2.92" Ru hoff Arda=560.738 sf 4 Runpff Vol'ump=0.54�,4 at --L--- L--- L--- L--- L--- L---+---1---1---1Runoft-Depth=0.51'�_ ° 3 F,loW Le'ngth=845' ILL {/ 2 CN=66/0 LL ��zzz�, 0 10 20 30 40 50 60 70 80 90 160 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 5S: Pre Dev Basin 5 Runoff = 22.97 cfs @ 12.26 hrs, Volume= 2.375 af, Depth> 1.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Descri 50,578 98 Paved parking, HSG D 137,287 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 955,297 77 Woods, Good, HSG D 59.481 55 Woods. Good. HSG B 1,202,643 77 Weighted Average 1,152,065 76 95.79% Pervious Area 50,578 98 4.21 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 3.5 384 0.1330 1.82 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 30.1 2,346 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 9 Subcatchment 5S: Pre Dev Basin 5 Hydrograph -r---r---r---+--- +--- +--- + --- + -+---+----i----i----i----i----i----i----i-- -----------------' ----' ----'----'----------------------------'-- ■Runoff 22.97 cfs---t---t--- t--- t--- t--- t---t --- ----------------------------I-- 23------------- -'- --- + --- + --- - ---------------------e''1t4= -- 21-------------- - --- +, --- +, --- +, -------',---- Y ar_OZaiIJ cOI=2a1 921I 19 --', ---', ---', ---', --- +, --- +, --- +, --- --Runoff Area=11,2O2,6643-sf - 17 FFuftof Vblurhe=2.375 a 15 --+ ---+ --- + --- + --- + --- + --- + --- ----'------------n-A-------A------'-- w 14--+---+---+---+---+---+---+---+---+---- -Runoff-DePh%-Y'.-03 i - 13----------------------------------------------------------- --- - 26 12--+---+---+---+---+---+---+---+---+--- flow-'Lep9M=2,�46 - LL11-----------'--- --- --- --- ---------------------------------- 10 --+---+---+---+---+---+---+---+---+------------- 9------------------------------------------------- = �.i-,1nin- - - - -x�- 8 - - + - - - + - - - + - - - + - - - + - - - + - - - + - - - + - - - + - - - - - - - - - - - - - - - -I- C N= ■ V/ V V - 7 --- 6--+---+---+---+---+---+--- --- --- ------------------------------ - - -- - -- ----'----'----'----'----'----'----'----'-- 4 --+---+---+---+---+---+---+---+---+-----------+---+---+--------+- 3------------------ --- --- --- --------------------------------i-- 2+---+---+---+---+---+-------------------------------------�-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 6S: Pre Dev Basin 6 Runoff = 0.01 cfs @ 12.16 hrs, Volume= 0.003 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 10,062 55 Woods, Good, HSG B 10,062 55 Weighted Average 10,062 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 6S: Pre Dev Basin 6 Hydrograph -+---+---+---+--+---+--- +---+---+---+---+---+---+---+---+---+- 0.015------------------------------ --- --- --- --- i_---�i ---�i ---i - ■Runoff 0.01 0.01 cfs --------------+--- - 0.013 Ty p e -h r - 0.012--------------------------J--- ---- -4-iYear_Rainfal1=2,92'' _ ff-01 0.011--- I---- I----li---- li---- li---- li---,---,I---rtRulhof�-Atea:'4Ot,OC2-sf - 0.01 1 1 -- -- _ m0' �unQ Yp- -00$-aj - 0.009 --+---ii---+------+-------+---------+---+------+ ---+---i ---� - 0.008 - --- - -----Runof, Depth=0.17" .2 0.007 -- --- ------+--- Flow lenoth=�7Z - LL 0.006 ----- --- ---7 --- T --- SFope=64280 TF- 0.00s 0.004 TCi 0 . v m i n -r---r------------------t---t---t---t--- t--- t---t---r-------r- 0.003 _ C N=55/4 0.002 ---------------------+--- ---+---+---+---+---+---+---+---+- 0.001 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 7S: Post Dev Basin 1 SCM Runoff = 51.75 cfs @ 11.95 hrs, Volume= 2.617 af, Depth> 1.90" Routed to Pond 1 P : Wetland 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 354,276 98 Paved parking, HSG D 365,528 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 719,804 89 Weighted Average 365,528 80 50.78% Pervious Area 354,276 98 49.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Post Dev Basin 1 SCM Hydrograph - r- - -T_ T-- -r - - -T-- -T - - -T---7--- -------------------------------'-- ■Runoff 51.75 cfs So - --- --- --- --- --- --- --- --- --- ---- Type -24=F1r'- 45 1 Ye'lar Rai-nfal'I1=2.92'F - 40---r---r---r---r --- --- --- --- ---Runoff Arch='T'C9;80' Sf- --- --- --- --- --- --- --- -----�U1 l'um'e=Z611-af - 35 I 30 (Runoff DePth> l -,190 30 - - - t - - - t - - - t - - - t - - - t - - - t - - - t - - - t - - - t - - - -I- - - -I- - - -I- - 20 15 ---r---r---t---t---t---t---t---t---t----------------------------I-- 10 5 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 8S: Post Dev Basin 1 b SCM Runoff = 43.41 cfs @ 11.95 hrs, Volume= 2.207 af, Depth> 1.97" Routed to Pond 2P : Wetland 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 317,324 98 Paved parking, HSG D 267,418 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 584,742 90 Weighted Average 267,418 80 45.73% Pervious Area 317,324 98 54.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Post Dev Basin 1 b SCM Hydrograph 48 43.41 -r---r---r---r---r---T---T---7--- cfs--------------- --- --- --- ---7----1i----li----li----li----li----li----li ---------------------------------- ■Runoff 42 ---}---}--- ---'r---'r---'r---'r----------------------------' ---+---+---+--- --- --- -------- - - - - - Type --1-2�4-b�*-- 40 38 ---L---L---L---1---1---L---L---L---J----1----'--- ---r---r---+---+ --- +--- +---t---+---+--- '-- ' - - --'- '-- --' - -- � ' -Yew RWnfal1=2,92''- 36 34 --- ---L---L---L--- --- --- ---1---I---I---I---I---------- ---+---+--- --- ---Runoff Aw6a=584.742 Sf - 32 30 ---r---r--- ---L---L---L---1---1---L---L---L-- r--- r--- T--- T---T --- T- --I- - -�----I--- - �nof-�/�I'ume=�. _O7ra - w 28 26 - ---r---r---+---+---t---t---t---+---+----------------------------i-- Wma# Depttv>a .9711 - 3 24 i-o° 22 ---------+------+---+---+------ ---T--- T- -- T--- T--- T--- T---T--- --- ----I----I----I--------1--------�-- ---------------�C�-f-- 20 18j ---L---L---L---1---1---L---L---L---J----------------------------'-- ---r---r--- r- -- r-- - t-- - t---t- -- +- -- +------------i---i =--�--- 16j 14 --- ---L---L---L---L---+---+---------L--------------------------�-- -------------------------------------------------� 12 10 --L---L---L---1---1---L---L----L 1 1 1 1 1 i ----------------------------'-- 6 -- --- --- --- --- --- --- --- L--------------------------------�-- 4 --L -L---+ -+---+ -+---� -�- -----------------------�-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Runoff = 9.97 cfs @ 12.23 hrs, Volume= 1.099 af, Depth> 0.76" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 77,917 98 Paved parking, HSG D 209,081 80 >75% Grass cover, Good, HSG D 142,947 61 >75% Grass cover, Good, HSG B 80,871 77 Woods, Good, HSG D 242,481 55 Woods, Good, HSG B 753,297 70 Weighted Average 675,380 67 89.66% Pervious Area 77,917 98 10.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 2.2 1,308 0.0330 10.06 301.66 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 0.1 102 0.0190 25.01 1,257.21 Pipe Channel, 96.0" Round Area= 50.3 sf Perim= 25.1' r= 2.00' n= 0.013 Concrete pipe, bends & connections 0.7 282 0.0140 6.55 196.48 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 26.8 3,083 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 14 Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Hydrograph 1 � � � � � � � � � � � � � � � � � ■Runoff 9.97 cfs t---t---t---t--- t--- t---t---t---t----------------------------I-- 10 � T�,Re _l l 24-h 1� - - - L - - - L - - - L - - - L - - - L - - - L - - - L - - - 1 - - - L - - - -�- - - -�- - - -�- 1' Year Rainfal1=2.92" Runoff Arda='753,297 sf __-L --- L --- L --- L --- L --- L --- L --- 1 --- L----I----I----I----I----I----I----I-- 7 Runoff Volume=1,.099 at -- r - -- r - -- r - -- T - -- T --- T - -- T - -- T - -- T---- ------------------------I-- 6 I I I I I I I I I 'Runoff Depth>0.76'� LL 5-Flow Lenoth�=3,083' -- --- --- ---T - -- T - -- T - -- ------T---- --- To=2i.8nir 4 3 2 -- --- --- ------+---+--- --- --- ------------------------------ 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 10S: Post Dev Basin 2 Runoff = 0.07 cfs @ 11.99 hrs, Volume= 0.005 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 7,476 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 7,476 61 Weighted Average 7,476 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Post Dev Basin 2 Hydrograph -------------------------'--- L--- --- L--- L--- L--- L - -- L - -- L - -- L- L- I I I I I I I I I I I I I I I I I ■Runoff o. 0.07 cfs--------------------'I--- --- - ---=I -- ------------------ 0.0 ---- --+--- --- --- t --- t --- tTY1=-"h- 0.065 1-rYeer Rainfall=2.92" 0.06 ' -------------------------------+-RUndff AreA=7476-sf - 0.055 -LI--- o.os -- Run 1 f 4�-VolI --P- L =0L0O$af - - Q - 0.045 --------------------------+--- ---+---RunGfttDeptkt=0_34-"r- 3 '. T,r- 0.04----'----'----'----------L------L---L---L---�-- LL ■'V--5 -O In ih- 0.035 0.03---r---r------------------t---t---t---t---t---t---t-�� 1/Sir- 0.025---'----'----'----'-------'---L------L---L---L---L---L---L---L---L- 0.02 0.015 0.01-------------------------L------L---L---L--- ---L---L---L---L- 0.005 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 12S: Post Dev Basin 3 Bypass Runoff = 0.11 cfs @ 11.99 hrs, Volume= 0.007 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 11,093 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 11,093 61 Weighted Average 11,093 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Post Dev Basin 3 Bypass Hydrograph 0. 0.1 0.11 cfs ----'----'----'----'----'----'----'--------------------------------'- -------I---- ---------------------------------------I- ------I- 0.11 ---,----,----------------------------------- --- ----------- ------------------------------@p--yp##-,,��-rr-rr--------- -----T -e 1 L -� 0.105 0.1 0.095 ---,----------------------------,---- ---L---'--------L-------------------'-- 11Year_Raiflall=Z92"- 0085 =______'____'________'____'____'____'_---_Fh'nO f-Akea=' t_093-Sf 0.075 --------------------------------- nq -011 �=�',�0 ' =a w R�x�oft De-pth—A-.34'11- 0.06 i-°°0.055 --- - - -------'---- -r -- -------------------------------'- r---r--- �------/�--'-..��---'- r---------------- Tc-=S.jO-Mih- 0.05 0.045 ---' ---' ---' ---' ---' ---'-----------'---------------'---- - --/y- 0.04 00.035 .035 --- ----------- ------------------------------------------------ 0.03 --- --- --- --- --- ------ - ------- ---------------------------- 0.025 --'----'----'----'----'----'----'----'--------------------------------'- 0.02 --r-----------r------------------------------------------------ 0.015 --'----'----'----'----'----'----'----'--------------------------------'- 0.01 ---------- ------------------------------------------------ 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ❑ Runoff 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 13S: Post Dev Basin 4 SCM Runoff = 16.36 cfs @ 11.96 hrs, Volume= 0.817 af, Depth> 1.76" Routed to Pond 4P : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 96,061 98 Paved parking, HSG D 146,491 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 242,552 87 Weighted Average 146,491 80 60.40% Pervious Area 96,061 98 39.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Post Dev Basin 4 SCM Hydrograph - � --- � --- � --- � --- � --- � --- � --- � --- �----�----�----�----�----�----�----�----'-- ■Runoff 16.36 cfs 16 I J y'pe-N-�4-hr -r---r---r---r---+---r---r---r---r------------I- ,I�,� e-I r- 15 r---r---r---r---t---7---rt---rt------4l I ear IRai Illllafl�L.9L''F- 14---+---+---+---+---+---+---+---+---+p---+--++-/-�-.,+yam---+/-�-�-+-CC-CC-I��-AA-��+- 13---L---L------1---1---1---1---1---Ruhof 1Arda-�4� 5521 _S1-- I I IL I I I I I I I I� 12 � I} #� I I I I 11---L---L---L---1---1---1----L I_- krU___ l 'VO1'uma—tO.M''ra - ------------------------------------------------------------------ ^ I I I I I I I I I I I I I I I I 10 --- --- - -- T - -- T - -- T - -- --- --- -'�a# Dep>a.�6'� - -- -- -- --- --- --- --- ---------------I---lac=.-0nir� - --- r --- r --- r --- r-- - + --- Y --- Y --- T --- r----------------------------I-- 7 - - - r - - - r - - - r - - - r - - - + - - - Y - - - r - - - r - - - r - - - -I- 6 5 ---L---L---L---1---1---1---L---L---J----1------------------------'-- I I I I I I I I I I I I I I I I 4---L---L---L---1---1---1----L L---J----------------------------'-- 3 2 1 I i I I I i I I I I I I I I I 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 14S: Post Dev Basin 4 Bypass Runoff = 2.79 cfs @ 11.96 hrs, Volume= 0.129 af, Depth= 1.19" Routed to Link 4L : Post Combined Basin 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 0 98 Paved parking, HSG D 56,733 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 56,733 80 Weighted Average 56,733 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Post Dev Basin 4 Bypass Hydrograph ■Runoff Ty'Ipe 11 24-hrl 1�Ye�ar Rainfall=2.92" --! ---! ---7 RUnoffArea^5G,733-sf- Runpff VoI'lump=0.120 a( IRunoft Depth=1A911 Tc=5.0 min' 10 20 30 40 50 60 70 80 90 160 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 15S: Post Dev Basin 5 SCM Runoff = 46.41 cfs @ 11.95 hrs, Volume= 2.346 af, Depth> 1.90" Routed to Pond 5P : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 316,785 98 Paved parking, HSG D 329,676 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 646,461 89 Weighted Average 329,676 80 51.00% Pervious Area 316,785 98 49.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Post Dev Basin 5 SCM Hydrograph 46.41 - L --- cfs L --- L - L --- LT --- -- L --- LT --- L -- 1--- - 1 --- 1--- 1 --- 1---L 1 --- --- 1 --- L---L----------------------------'-- J----1----1--------------------'-- ■Runoff 46 j - -- ------- ---- -- - -L- -- L- -- L- --L------------- TX'�se- -24 - 44 42 ---T---T---T---T---T---T---T---T--- ---L---L---L---L---1---1---1---1---LD-- ---I Yea RWnfal`=Z92""-- ffFF �� yy 40 38 36 ---L---L---L---1---1---1---1---1---ice - - ��p /�., y�� 'FIOff--\1 a-'D'�F6 '1-a1-- 34 32 --- ---L---L---L---1---1---1---1---1--iiiJno-' r---r- --r---T---T---T --- F - - - -------- 'wc - ue=:a7�F�Y - -o 30 u 28 26 --- ---r---r---r--- r --- r --- r --- r ----, --- ----, --- ----, --- ----, --- ----,----,p---,----,----,--}--,---d-,-----,-- --- ----'Rtrnuff DPt1T>1-.19-0� 3 0 24 FL 22 -- -' ---L---L---L---1---1---1---1---1---J----1-----------lii��-- r---r---r---r---r---r---r---r---r---r---r---r---r� r--- r- -- r- -- r-- - r-- - r- -- r- -- r- - � � � --r--i-- 20 18 ---L --- --- L--- r --- r --- L--- r --- 1--- r --- 1--- --- 1--- --- 1--- --- 1---J----1------------'-((� ----------------------v��" Qf� ff� E( 14 --- r --- r --- r --- r ----, ----, ----, ----, --- ----------------- 12 10 --r---r---r--- ---r---r---T---T---T---T---T--- ---+---+--- --- --- --- ----------------------------'-- --- --- --- --- -----------�,-- 6 IL -- r- -- r- -- r-- - r-- - r---r---r-- ----------------r- 4 -r---r -------�---� -�- -------------------------'-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 16S: Post Dev Basin 5 Bypass Runoff = 20.84 cfs @ 12.14 hrs, Volume= 1.664 af, Depth> 1.22" Routed to Link 5L : Post Combined Basin 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 66,461 98 Paved parking, HSG D 187,948 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 459,550 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 713,959 80 Weighted Average 647,498 78 90.69% Pervious Area 66,461 98 9.31 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 20.5 1,962 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 21 Subcatchment 16S: Post Dev Basin 5 Bypass Hydrograph 2341 -+---+---+---+---+---+---+---+---+---+------------------------------ ■Runoff 20.84 cfs------- - --- -- --- --- ----------------------------'I-----'I-- 18-- --- --- --- --- --- --- -----'Ce1ar _Rai-nfalr-.2_= 16 - -- -- --- --- --- --- ---Aria=;r'C3�9-59 Sf- 15 -- --- --- --- --- --- --- -----1tunoff-Vo1''um'e=1'':66�at- 14--+---+---+---+---+---+---+--- -- +----i----i----i----i----i----i------ w 13 �--r---r---r---r---T---T---7----li - - IiF- 12 L---L---L---L---1---1----L -L -L Ru=noi#-De t�i 1 I �22-'-- 11--+---+---+---+---+---+--- --- ---I 10 ----FtdCn�962F- LL ' 9 _ _ L - - - L - - - L s --+---+---+---+---+---+---+---+---+- - - T =2 :5-rni p_ - 4------T---T---T--- --- --- -----------------------------------�i-- 3--L---L---L--- L ---! ---! ---! ---! ----'----'----'----'----'----'----'----'-- , 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 17S: Post Dev Basin 6 Runoff = 0.01 cfs @ 12.16 hrs, Volume= 0.003 af, Depth= 0.17" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 9,092 55 Woods, Good, HSG B 9,092 55 Weighted Average 9,092 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 17S: Post Dev Basin 6 Hydrograph � � � � � � � � - ■Runoff 0.01 0.01 cfs jh 0.012 ' T�R'e �I 24-hr, J--- 1---1---1----- L- 0.011 ---' --- --- -'L-TYe r-RWnfal1-2_92"' - 0.01--------------------------+---+---4-iiUnAdff i'yi'�i�e6=9�0192 sf - 0.009 ' ' ' o.00s -----r---,--FOn;)ff-�/oI'rJ q--0,:00$ cif - RunoffDeptft= r.17' 007 3 --- --- - -- --flow Lenthy72' - 0 LL 0.006 0.005 SIQpe 0.028!0 T - ------------------------- 1---1- 1 0.004 TLA `�ry - ------------------------+---+---+---+---+---+� +=J 8-mi`� iw' 1 C /y1 0.003 C N=-55/0- - 0.002 --------------I--- T--- r--- T - -- T - -- T - -- r - -- r - -- r - -- r - - -r - 0.001 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 19S: Pre Dev Basin 1 b Runoff = 11.11 cfs @ 12.03 hrs, Volume= 0.656 af, Depth> 1.23" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 28,182 98 Paved parking, HSG D 92,514 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 157,912 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 278,608 80 Weighted Average 250,426 78 89.88% Pervious Area 28,182 98 10.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 32 0.0940 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 2.9 18 0.0830 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.2 424 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 11.1 814 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 24 Subcatchment 19S: Pre Dev Basin 1 b Hydrograph � � � � � � � � � � � � � � � � � ■Runoff 11.11 cfs L---L---1---1---1---i---i--- -- 11-------------------Ty,pe 24-hr� - ----------------------------- ,0 1 Year Rai nfall=2.92'' -- --- --- --- --- --- --- --- �/ Ruhoff Arch='27$,9Q;3-sf,-- ---! ---! ---! - -- T - -- T- - -T --- -----�unoff_Ol'�,um'e_465'6-af - w 7 ---- Runaf#-Deptki>1_23��" - 6 f [OW L-dngth=814'- - LL --- + ++ T q� 4--L---L---L---1---1---L---L---L---J------------ ---- '-C'*W- 3 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Runoff = 5.12 cfs @ 12.05 hrs, Volume= 0.314 af, Depth= 1.07" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 0 98 Paved parking, HSG D 27,226 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 125,807 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 153,033 78 Weighted Average 153,033 78 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0800 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.0 408 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 12.8 798 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 26 Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Hydrograph � � � � � � � � � � � � � � � � ■Runoff 5.12 cfs - - - - - -T---i --- --- ype )I 24-hr 1'rYe'ar Rainfall=2.92" 4 RuhoffArda=153,033 sf _ Runpff 1,Vol'ump=0.31�,4 at --Ruoff De 3 npth=1 07" 3 F�lovV Le',ngth=798' 0 z CN=tM --t---t---t---t---t---t--- t--- t--- t---t---t---t---t---t --- t--- t- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Runoff = 5.34 cfs @ 11.98 hrs, Volume= 0.273 af, Depth> 1.52" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 21,604 98 Paved parking, HSG D 66,064 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 5,929 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 93,597 84 Weighted Average 71,993 80 76.92% Pervious Area 21,604 98 23.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.0400 1.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.50" 0.2 66 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 129 0.0780 1.95 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 71 0.0420 3.38 2.32 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=0.25' Z= 3.0 7' Top.W=3.50' n= 0.030 Stream, clean & straight 2.9 466 0.0470 2.66 1.08 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=0.25' Z= 10.0 & 3.0 '/' Top.W=3.25' n= 0.030 0.1 90 0.0100 18.15 1,161.29 Pipe Channel, 96.0" x 96.0" Box Area= 64.0 sf Perim= 32.0' r= 2.00' n= 0.013 1.1 294 0.0136 4.49 17.98 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 1.0 7' Top.W=5.00' n= 0.030 6.5 1,191 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 28 Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Hydrograph � � � � � � � � � � � � � � � � ■Runoff 5.34 cfs --- -- --- --- --- --- --- --- --- --- Type jl 24 hr,- s 1'rYe'ar Rainfall=2.92" -- - -- Rtino#fA�e -�3,-M sf- 4 Runpff Vol'ump=0.27$ at Runo-DeptWZ2 3 3 LL Flo,w L1enoth-1,191' 2 -- -- -- -- -- -- --- --- --- --- -----c=.rrrir�- CN=80/98 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH Runoff = 2.31 cfs @ 11.96 hrs, Volume= 0.107 af, Depth= 1.13" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 1-Year Rainfall=2.92" Area (sf) CN Description 0 98 Paved parking, HSG D 27,313 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 22,265 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 49,578 79 Weighted Average 49,578 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 50 0.2400 0.42 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 1.5 127 0.0790 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 Direct Entrv, 5.0 177 Total Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH Hydrograph ■Runoff Ty'Ipe 11 24-hrl -1 �Yellar-Fain all=2.92"- RUnoff Area^49,578 sf Runpff Vol'Iump=01.101 of IRunoft Depth =1.137 ------ --- -----F'lov-Le'n�fh=177'- CN=t9/0 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 30 Summary for Pond 1 P: Wetland 1 Inflow Area = 16.524 ac, 49.22% Impervious, Inflow Depth > 1.90" for 1-Year event Inflow = 51.75 cfs @ 11.95 hrs, Volume= 2.617 of Outflow = 3.75 cfs @ 12.55 hrs, Volume= 2.588 af, Atten= 93%, Lag= 35.8 min Primary = 3.75 cfs @ 12.55 hrs, Volume= 2.588 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 324.34' @ 12.55 hrs Surf.Area= 43,856 sf Storage= 69,208 cf Plug -Flow detention time= 1,790.0 min calculated for 2.587 of (99% of inflow) Center -of -Mass det. time= 1,784.6 min ( 2,574.4 - 789.8 ) Volume Invert Avail.Storage Storage Description #1 322.50' 194,511 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 27,140 0 0 323.00 33,513 15,163 15,163 323.50 39,242 18,189 33,352 323.75 42,394 10,205 43,557 324.00 43,003 10,675 54,231 325.00 45,476 44,240 98,471 326.00 48,006 46,741 145,212 327.00 50,593 49,300 194,511 Device Routina Invert Outlet Devices #1 Primary 319.00' 42.0" Round Culvert L= 69.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 319.00' / 316.00' S= 0.0435 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 322.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.25' 108.0" x 108.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.75 cfs @ 12.55 hrs HW=324.34' (Free Discharge) L1=Culvert (Passes 3.75 cfs of 87.83 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.31 cfs @ 6.31 fps) 3=Orifice/Grate (Weir Controls 3.44 cfs @ 1.01 fps) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 31 Pond 1 P: Wetland 1 Hydrograph 1 - - - -I - - - 7 - - - r - - - r - - - r - - - r I 1 - 51.75 cfs 55 I I lr0ow A►rep= j 6_.$24 ac, 50--------------i--- --- --- --- --- --- ------------------i--- - Re9k Elev=3'24.34! 45 -- -- -- ----J---1---1---1---L---r---r---'------------'--- - 40 ---li---------------I,--- II,--- II,----------,qtorage=G9z208 cf- 35r--- r---r--- r--- r--- r---I----I----I---,- wI I I I I I I I I I I I I I I I 30 ---------------I-- 3 I I I I I I I I I I I I I I I I p i I I I I I I I I I I I I I I I I 20---------------------- --- --- --- ------------------------- - 15 ---i------------------------i ---i ---i ---r---------------i--- i- 3.75 cfs 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Inflow ■ Primary 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 32 Summary for Pond 2P: Wetland 2 Inflow Area = 13.424 ac, 54.27% Impervious, Inflow Depth > 1.97" for 1-Year event Inflow = 43.41 cfs @ 11.95 hrs, Volume= 2.207 of Outflow = 2.89 cfs @ 12.60 hrs, Volume= 2.185 af, Atten= 93%, Lag= 38.9 min Primary = 2.89 cfs @ 12.60 hrs, Volume= 2.185 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 324.59' @ 12.60 hrs Surf.Area= 34,100 sf Storage= 59,864 cf Plug -Flow detention time= 2,052.6 min calculated for 2.185 of (99% of inflow) Center -of -Mass det. time= 2,045.6 min ( 2,832.1 - 786.5 ) Volume Invert Avail.Storage Storage Description #1 322.50' 147,210 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 19,691 0 0 323.00 24,415 11,027 11,027 323.50 28,685 13,275 24,302 323.75 32,697 7,673 31,974 324.00 33,114 8,226 40,201 325.00 34,799 33,957 74,157 326.00 36,518 35,659 109,816 327.00 38,271 37,395 147,210 Device Routina Invert Outlet Devices #1 Primary 315.50' 36.0" Round Culvert L= 61.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 315.50' / 314.00' S= 0.0246 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 322.50' 2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.50' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.83 cfs @ 12.60 hrs HW=324.59' (Free Discharge) L1=Culvert (Passes 2.83 cfs of 93.74 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.23 cfs @ 6.78 fps) 3=Orifice/Grate (Weir Controls 2.60 cfs @ 0.95 fps) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 33 Pond 2P: Wetland 2 Hydrograph 48 43.41 -L - --- 1----1----1----1---J---L---1---L---L--- I I I ------------------ CfS - - - - ----1----1---J---1---1---1---I' I I -------7---r---r---r---r------------------ ------------------'--- - - L---+---------------'--- - ■Inflow ■Primary 44 --------------------------------10flo ■� Vi iT', MVI- 42 ---I------------I---+--- ---+ --- + --- Y----------- I ---- I ---- I ---- I --- 7- 38 36 34 ---------------I--- ---+---+--+---+---+---+---+---+--- ........---+---r---+---+---I----I----I-------+- --�rag,e-5�r�fi� �s�- 32 ---,----,----,----,----,--- ;---;--- ,---- -------- ------------ ,-------;- 30 ---+---+--+-------+---+---+---+---+---+---+---+------+-------+- 28 u 26 ----------------- ---'----'----'----'---L---L---L---L---L---L---L------------------L- ---1----F I - - - r- --r- -------------------- - 3 24 -------------------,--- --- ---+ ---+ ---, ---,---------------,--- - 0 22 LL ---'----'----'----'---L---L---1---1---L---L---L--- ---------------L- 18 ---I'----'----'----'----'----'----'---'----'----'------------------------'- 16 ---r---Ir---li----li--- -------7---r---r---r---Ir---li----Ir---li----I--- - 14 --------------------------------------------------------------- 12 ---r--------------y--- ---rt---+---r---r---+---+---li----li----li---y- 10 --------------------------------------------------------------- $ -------------------------+---+---r---r---+------------------1- cfs 2.89 ----------'-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 34 Summary for Pond 4P: Wetland 4 Inflow Area = 5.568 ac, 39.60% Impervious, Inflow Depth > 1.76" for 1-Year event Inflow = 16.36 cfs @ 11.96 hrs, Volume= 0.817 of Outflow = 1.19 cfs @ 12.56 hrs, Volume= 0.811 af, Atten= 93%, Lag= 36.2 min Primary = 1.19 cfs @ 12.56 hrs, Volume= 0.811 of Routed to Link 4L : Post Combined Basin 4 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 366.06' @ 12.56 hrs Surf.Area= 16,321 sf Storage= 20,474 cf Plug -Flow detention time= 1,566.9 min calculated for 0.811 of (99% of inflow) Center -of -Mass det. time= 1,561.8 min ( 2,358.7 - 796.9 ) Volume Invert Avail.Storage Storage Description #1 364.50' 76,524 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 364.50 9,593 0 0 365.00 11,782 5,344 5,344 365.50 13,909 6,423 11,767 365.75 15,761 3,709 15,475 366.00 16,208 3,996 19,471 367.00 18,042 17,125 36,596 368.00 19,946 18,994 55,590 369.00 21,921 20,934 76,524 Device Routina Invert Outlet Devices #1 Primary 361.00' 30.0" Round Culvert L= 51.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 361.00' / 359.00' S= 0.0392 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 364.50' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 365.75' 24.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 366.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.19 cfs @ 12.56 hrs HW=366.06' (Free Discharge) L1=Culvert (Passes 1.19 cfs of 46.14 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.07 cfs @ 5.90 fps) 3=Orifice/Grate (Orifice Controls 1.12 cfs @ 1.79 fps) 4=Orifice/G rate ( Controls 0.00 cfs) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 35 Pond 4P: Wetland 4 Hydrograph 181 16.36 cfs I____---- - --- --- -- -- -- - --- 17 I 1 I I 1 -------------------------------a-nflgw-Area=5,669�ad- 16- I I I I I 14 13 Stolllg"210-�4-1- 4 c - -- T---T-r -1- - 12 1 1 1 ---I --------------r---r---r---T---r---r---r------------------r- 11 1 1 I r - - - r - - - T - - - T - - - r - - - r I I I I r - U 10 --------------r---r---r---T---T---r---r---I_--------------r- 3 9 o---1----r---1----1--- --- ---1 ---r---T---r---r---r---1----1----1---,- LL 8 ---r---1----1----1---r---r---r---r---r---r---r---r---1----1----1---r- 7 6 ---r---1----1----1---+---+---+---+---r---r---r---r---1----1----1---+- 5 4 3 1.19 cfs 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Inflow ■ Primary 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 36 Summary for Pond 5P: Wetland 5 Inflow Area = 14.841 ac, 49.00% Impervious, Inflow Depth > 1.90" for 1-Year event Inflow = 46.41 cfs @ 11.95 hrs, Volume= 2.346 of Outflow = 3.77 cfs @ 12.49 hrs, Volume= 2.330 af, Atten= 92%, Lag= 32.4 min Primary = 3.77 cfs @ 12.49 hrs, Volume= 2.330 of Routed to Link 5L : Post Combined Basin 5 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 327.42' @ 12.49 hrs Surf.Area= 37,989 sf Storage= 61,068 cf Plug -Flow detention time= 1,603.8 min calculated for 2.329 of (99% of inflow) Center -of -Mass det. time= 1,601.2 min ( 2,391.1 - 790.0 ) Volume Invert Avail.Storage Storage Description #1 325.50' 169,046 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 325.50 21,711 0 0 326.00 27,889 12,400 12,400 326.50 33,290 15,295 27,695 326.75 36,057 8,668 36,363 327.00 36,775 9,104 45,467 328.00 39,685 38,230 83,697 329.00 42,658 41,172 124,869 330.00 45,696 44,177 169,046 Device Routina Invert Outlet Devices #1 Primary 314.00' 42.0" Round Culvert L= 78.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 314.00' / 312.00' S= 0.0256 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 325.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 327.33' 120.0" x 120.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.69 cfs @ 12.49 hrs HW=327.42' (Free Discharge) L1=Culvert (Passes 3.69 cfs of 158.24 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.32 cfs @ 6.45 fps) 3=Orifice/Grate (Weir Controls 3.37 cfs @ 0.97 fps) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 37 Pond 5P: Wetland 5 Hydrograph so 46.41 cfs l0l_o_w Ares=14.$0 ac 45--'----'----'----'----'----'----'---'----'----'--------'----'----'----'----'- Realk EIev=3'27.�42'� 40------------------ --- ------r---t--r---1--- - storage=G1,b6$ c 35- -- -- -- -- -- - - - - -- -- -- -- -- -- m30----------------- --- --- ------r---r--------------------- - 3 25--------------�--- --� --� - 0 LL 20 15 - --r--------------r---r---r---r---r---r---r---r--------------r- 10 3.77 cfs 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Inflow ■ Primary 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 38 Summary for Link 1 L: Post Combined Basin 1 Inflow Area = 54.042 ac, 32.76% Impervious, Inflow Depth > 1.46" for 1-Year event Inflow = 16.26 cfs @ 12.02 hrs, Volume= 6.566 of Primary = 16.26 cfs @ 12.02 hrs, Volume= 6.566 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 1 L: Post Combined Basin 1 Hydrograph -L------------------J---L---1---1- -L--- L--- L------------------ - ----'----'----'---------1---1---L---L---L------------------�- ❑ Inflow 16.26 ------------------------------------------'--- - --------------------- -- -----I hw-Arev-KQ42'-ac- ❑ Primary cfs------------�_ 16 ' ---'----'----'----'----'----'----'---'----'----'----'----'----'----'----'----'- 1$ 14 ' --�----�----�----�--- it--- it--- �I---II----II----�i----i---�----�----�----�--- �i- 13 12 10 --j---I----I----I----I--- ---j ---r ---j---I----I----I----I--- i 3 9 j--- j---j j_ --- ---1 ---7---r---r---r---r----- - o LL 8 ---- - - --r------------------I--- - --r-----------I--- --- -----r--- ,' 7 r I I --I----I----I----I---r--- - -- - -- - -- - -- ,' 6 r T T r r--- r--- I----I----I----I---1- --r---r---I----I---r---r---r---r---r---r---r---I----I----I----I---r- 4 I I I I I I I I I I I I I I I I 3 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 39 Summary for Link 4L: Post Combined Basin 4 Inflow Area = 6.871 ac, 32.10% Impervious, Inflow Depth > 1.64" for 1-Year event Inflow = 2.87 cfs @ 11.96 hrs, Volume= 0.941 of Primary = 2.87 cfs @ 11.96 hrs, Volume= 0.941 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 4L: Post Combined Basin 4 Hydrograph ❑ Inflow ❑ Primary 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 40 Summary for Link 5L: Post Combined Basin 5 Inflow Area = 31.231 ac, 28.17% Impervious, Inflow Depth > 1.53" for 1-Year event Inflow = 21.18 cfs @ 12.15 hrs, Volume= 3.994 of Primary = 21.18 cfs @ 12.15 hrs, Volume= 3.994 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 5L: Post Combined Basin 5 Hydrograph ----------------�--- �--- �---� ---� ---�---�----�----�----�----�----'- ❑Inflow 21.18 cfs ------+---+--- --- ---I+--- --- - ❑ Primary 21riflDwArea=al-13f'�,=ac= 19 ---------------- ---'----' --- -'--- '---- '---- '---- '----'----'----'----'----'- 18 1---r---r---r---r---r---i----i----i---r- 17 ---'----'----'----'----'----'----'---'----'----'----'----'----'----'----'----'- 16 ------------------+---+---+---+---+---+---+------------------+- 14 ------------------J--- ---1---1---L---r---L---------------'--- - w '. 12 -'----'----'------r---------L---L---r---r-----------------�- 7 --1----1----1----1---J---1---1---1---1----r--- L---------------'--- - 5 --'----'----'----'----'----'----'---'----'----'----'----'----'----'----'----'- 4 r---r---r---r---r---i----i----i---r- 3 ---- ----------------------------------------------------- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 1-Year Rainfall=2.92" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 41 Summary for Link 20L: Pre Combined Basin 1 Inflow Area = 36.473 ac, 6.70% Impervious, Inflow Depth > 0.68" for 1-Year event Inflow = 16.80 cfs @ 12.08 hrs, Volume= 2.075 of Primary = 16.80 cfs @ 12.08 hrs, Volume= 2.075 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 20L: Pre Combined Basin 1 Hydrograph -'--- ---------------------------------------- ------------------ - ❑Inflow CfS ----'---------------------------- ---'-- --'- [I Primary cfs 1s.80 --------------------- - -- -- '' -- ''--J---1---1---1-- ---' -f #16vrrr�'-----6. ---�---L-- �3'' a- a-:W 473---�- 16 15 ---'----'----'------------1---1---L---L--------------------�- 14 13 - -- -- ----J---1---1---1---L--- --- ---------------'--- - 12 --1----1----1----1---J---1---1---1---L---L--- ---------------'--- - 11 -- -- -- -- --J--- ---1---1---L---L---L---------------'--- - 10 3 LL ' --1----1----1----1---J---1---1---1---1_---L--- ---------------'--- - 6 --'----'----'----'---------1---1---L-----------------------�- 5 ' --------------------1----1---I---I----L---I-------------------�- 4 ---------------------------------------------------�- 3 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 1S: Pre Dev Basin 1a Runoff = 19.95 cfs @ 12.24 hrs, Volume= 2.181 af, Depth> 0.87" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 78,249 98 Paved parking, HSG D 202,303 80 >75% Grass cover, Good, HSG D 138,183 61 >75% Grass cover, Good, HSG B 236,687 77 Woods, Good, HSG D 654,749 55 Woods, Good, HSG B 1,310,171 66 Weighted Average 1,231,922 64 94.03% Pervious Area 78,249 98 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 3.0 1,693 0.0285 9.34 280.34 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 26.8 3,084 Total 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 43 Subcatchment 1S: Pre Dev Basin 1a Hydrograph 19.95 ----+---+---+---+---+---+---+---+---+----I------------------------I-- cfs---t---t--- t--- t--- t --- t--- t --- --------------------I-------I-- ■Runoff 20 --,-----------------------------------------',--T��/��1fL'F-{� 19 18 --L---L---L---1---1---1---1---1---J----1-----------,7J"--I----'!!�_- --}---}--- ---+---+---+--- --- --- --- =Year-,Ra'r�fa�t= !-531� - 17 16 --r---r---r- ------------------ -- T-- - T-- --- -T - - -- --- , --- ---t----I----I----I----I----I----I----I- --Runoff Area=t,31a,'U7la-s# - 15 --L---L---L---1---1---1---1---1---J----1------------------------'-- Ruiloff Vb urhe=2 1-3a-af - 13 / u 12 _ --r-- --------I---------i- -r- --r- -- T-- - T-- - T ---T---T -- --- ---T ---------Ru�o ------------n-,I-�---I--/� I---�� -L�c��0-87 -- 3 11 --L---L---L---1---1---1---1 +---+--+---+--- --- 1---J----I_ eI gI=-VL10 -- t-4 --------I----C-oI ; -Im- l9 T-- -T-- -T-- -T-T -- - �c6:� --w----_--II 7 - -- -- -- - - - -I I I I ---- - I-=6/V 6 5 - - + - - - + - - - + - - - + - - - + - - - + - - - + - - - + - - - + - - - -I - - - -I - - - -I - - - - - - - - - - - - - - - - - - 4 3 -----------------------' -- - --- --- ---+---+--- ----' ----' --- ----'----'----'----'----'----'----'----'-- --- ------------------------------ 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 2S: Pre Dev Basin 2 Runoff = 0.81 cfs @ 12.24 hrs, Volume= 0.131 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 192.483 55 Woods. Good. HSG B 192,483 55 Weighted Average 192,483 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.5 789 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.3 839 Total Subcatchment 2S: Pre Dev Basin 2 Hydrograph 0 o. 0.81 cfs os Type 0.7s - - - -- -- -- -- 0.7 2-rYeer Rainfal1=153"- 0.65 ------- - -L------L----------- ---RunoffArOa-192,483-0 1 1 y1 1 1 1 q iq 1 0.6 ------------------------------OUnQf'f Vo[i-_=6. 13'1 at 0.55 --L---'----'----'----'----'----'----'--------------------------------- w 0.5 I---- I ----I---- Runoff Depth==-36'1- 3 0.45---------------------------------------- - - ---- - - LL 0.4 -- -- _ FloW_Le'ncit,h=839'0.35 - -- -- -- -- --- T �p 0.3 --r---r---r---r---r---r-----------r-----------i-� �" '�- 0.25 -'-----------'---'----'----'------------------------'__C-�5LQ- 0.2 --L---'----'----L---'----'----'----'--------------------------------'- 0.15 0.1 0 05 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Runoff 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 3S: Pre Dev Basin 3 Runoff = 1.87 cfs @ 12.29 hrs, Volume= 0.331 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 485.421 55 Woods. Good. HSG B 485,421 55 Weighted Average 485,421 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 50 0.0140 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 12.1 947 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 25.7 997 Total Subcatchment 3S: Pre Dev Basin 3 Hydrograph ■ Runoff 1.87AI-4 s Ty'',pe 11 24-hr, 2,.Year Rainfall=3.537 RuhofflArda=485,421 sf Runpff Vol'ump=0.331 a( -------I---I---4----+---+---+---�Runo#f Depth=0.3-6''_ ° MoW Leng f h=997' Tq=2$1 Min CN=W0 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment 4S: Pre Dev Basin 4 Runoff = 10.34 cfs @ 12.14 hrs, Volume= 0.876 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 273,670 77 Woods, Good, HSG D 287.068 55 Woods. Good. HSG B 560,738 66 Weighted Average 560,738 66 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.2 795 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 19.1 845 Total Subcatchment 4S: Pre Dev Basin 4 Hydrograph -r---r---r-- -r - - -T-- -T - - -T---7--- -------------------------------'-- ■Runoff 10.34 cfs 10 - --- --- --- --- --- --- --- --- ---------------- hype--24=h1* - 2'Ye'ar Hai-rtifal'f=w3'�- -- --- ---T - -- T - -- T - -- T--- ------Rurioff Arta='15fiO 38-sf - -- --- --- --- --- --- --- --- -- unoff ol'um'e=0-871 of - 7 6 Runoff Depth=9.82 M 5 4 3 --t--- t--- t--- t--- t--- t--- t---t--- t----------------------------i-- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 5S: Pre Dev Basin 5 Runoff = 33.61 cfs @ 12.26 hrs, Volume= 3.370 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Descri 50,578 98 Paved parking, HSG D 137,287 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 955,297 77 Woods, Good, HSG D 59.481 55 Woods. Good. HSG B 1,202,643 77 Weighted Average 1,152,065 76 95.79% Pervious Area 50,578 98 4.21 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 3.5 384 0.1330 1.82 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 30.1 2,346 Total 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 48 Subcatchment 5S: Pre Dev Basin 5 Hydrograph -- ---- ------------------------------------ � ■Runoff 33.61 cfs --- ---- --- --- 32 --- '---------------------------Tp�'1t24=h- ------------------------------------- 30 -- ---------- �-Year-IOZainfa�1=3!53'�__ 28 ' 26 -- --- ---T - -- T - -- T - -- T--- --- --Runoff Area-1,2O2,1;43 s#-- -- t--- t--- t--- t--- t--- t--- t --- t --------I----II'-`-,--I----I----I----II----I-- 24--r---r---+---+-------+---+--- --- FFuiFoiii-VbluMe=3.3FiO-af - w 22-- }- - -} - -----+---+---+-----------------RUnoff-UepO>fA6,_- 20 0 18 -- --- --- ------+---+-----------------_F[pw-Le"JM=2,$"' - LL 16 14-L--- L--- L--- 1--- 1---L---L---L---J---- min - 1z ' --L---L---L---1---1---1---1---1---J----1---- CN=76/98- 10 8 6 4 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 6S: Pre Dev Basin 6 Runoff = 0.06 cfs @ 12.11 hrs, Volume= 0.007 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 10.062 55 Woods. Good. HSG B 10,062 55 Weighted Average 10,062 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 6S: Pre Dev Basin 6 Hydrograph -il-------il---------------i------- --- --- --- --- ---li ---li ---li 0.0 ■Runoff --------- - - --- ------1---1---1---'I 'l --L---L---I- 0.06 cfs � � � ___� ___� ___� o. jype24-hiL 0.055 I I I I ----- --- - - 2-rLY-ec' RMnfalra.53"-- 0.05 - --- --- 4Ruboff --- - ---;-- Ate&40;062 sf- 0.045 I I I I I I -Vol0'00�af - 0.04Runofume= -------ii----------------------------+---+--------------i ---R - 0.035 Runoff Depth=0.136' 3--------------------------t---t---t---t---t------t--- --- --- - LL 0.03 Flow Len thT72' ---t---t------------------t---t---t---t--- t--- t---r-----r---t- 0.025 --'---t---t---t---t---tSlcpe=0.28!0 '/_� - 002 Tc_a �8-mirv- 0.015 I I -------------------------------F---T---T---T---r-DN 0.01 0.005 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 50 Summary for Subcatchment 7S: Post Dev Basin 1 SCM Runoff = 66.12 cfs @ 11.95 hrs, Volume= 3.340 af, Depth> 2.43" Routed to Pond 1 P : Wetland 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 354,276 98 Paved parking, HSG D 365,528 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 719,804 89 Weighted Average 365,528 80 50.78% Pervious Area 354,276 98 49.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Post Dev Basin 1 SCM Hydrograph -r--- r---r--- It- -- It- -- It- --+---rt---rt---y----------------------------'i-- ■Runoff 66.12 cfs 65 TXpe-III-24-hr* 60 -2' Ye'ar Raarlfal'1=3.53'' ----+---+---+---+---T---T------T---,- 55 -----------------------------------RuhofiAraa='7'F9-804 sf - 50 1 1 1 1 --- - -- - -- - -- - -- l U--1- IVOI�— m'e= -34'1 of - 45 '' __-T - - - - - - - - - - - - - - - - - - - - - - - - -'- - - -- - - -'- - - -- - - -'- - - - - - - -'- - - - - - U 40 I I I I I I I I I ---+---+---+---+---1---1---1---1--- �Ru_noff Depth>2.43��" 0 35 /�—n y LL ---r---r---t--- +--- t--- t--- t---t---t--------------- TC5 -0-111mFd-- 30 25 ---,I ---,I ---,I - - - ,I - -- --- --- -------------------,---- v'T ��- 20 --+---+--- T --- T --- T --- T --- T --- 7 --- T----------------------------I-- 15 - ----------------- - - - - -' ----' ----' ----'----'----'----'----'----'----'----'-- 10 I I I I WL --+---+---+---+---+---+- -+---+---+---+--------i- ----+- 5 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 8S: Post Dev Basin 1 b SCM Runoff = 55.11 cfs @ 11.95 hrs, Volume= 2.801 af, Depth> 2.50" Routed to Pond 2P : Wetland 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 317,324 98 Paved parking, HSG D 267,418 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 584,742 90 Weighted Average 267,418 80 45.73% Pervious Area 317,324 98 54.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Post Dev Basin 1 b SCM Hydrograph - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Runoff = 15.66 cfs @ 12.22 hrs, Volume= 1.601 af, Depth> 1.11" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 77,917 98 Paved parking, HSG D 209,081 80 >75% Grass cover, Good, HSG D 142,947 61 >75% Grass cover, Good, HSG B 80,871 77 Woods, Good, HSG D 242,481 55 Woods, Good, HSG B 753,297 70 Weighted Average 675,380 67 89.66% Pervious Area 77,917 98 10.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 2.2 1,308 0.0330 10.06 301.66 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 0.1 102 0.0190 25.01 1,257.21 Pipe Channel, 96.0" Round Area= 50.3 sf Perim= 25.1' r= 2.00' n= 0.013 Concrete pipe, bends & connections 0.7 282 0.0140 6.55 196.48 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 26.8 3,083 Total 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 53 Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Hydrograph -+---+---+---+---+---+---+---+ -+---+------------------------------ ' � ■Runoff 15 Type- -24-h - 14 - 2I Year Rai fal11=3i53" - -r---r---r---T---T---7--- - -- -- -- 13 ---', ---', ---', --- --- --- ------Ru�iofi Arch='1M,29TO - 12 --L--- L--- L--- 1--- 1--- L---L---L---L----I----I----I---- 1----1'--- I----I-- 11- ----------- - -- - -- T - -- T, --- '�, - -----Ftun;off Vo(ume=1.601-af - w 10--r---r---r---T---T---T---T--- --- ----li - - 9 IRunoff-D0th>l -.liF- ° -- --- --- ------+---+--- ----------- '1Flbw-Len-0 � .%083�-- LL 7_-_---------- T L----1----- I- T1- 2 i �rmIn 6 P= 5----T---T---T---T---T---TCl =6t/9&-- - 4 --+---+---+---+---+---+---+---+---+----------------------------,-- 3 --L---L---L---1---1---L---L------J---J---J----1----1----1----1----1-- 2 1 I I I I I I I I I I I I I I I 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 10S: Post Dev Basin 2 Runoff = 0.16 cfs @ 11.98 hrs, Volume= 0.008 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 7,476 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 7,476 61 Weighted Average 7,476 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Post Dev Basin 2 Hydrograph 0 ' 0.16 cfs �---�----�----�---�----�----�----�----�----�----�----�----�----�----�----�- 0. -- -- -- -- -- -- -- -- -- -- -- T pe 1=2= r- 0.15 0.14 ---,-----------,---,----,----,-------- --ZrtYea �-Raiftfa[�10'7_ 0.13 0.12 ---'-----------'------------------- I--R'UndffAre&7';47G-sf 0.11 �- - ou qp#f-`V-o[pmq=O'�,:00$-af w 0.1---------------------------------------Ru-nof(Depth-0 59''- =� 0.09 0 0.08------- ------------ ------------------------------ TC=T5.0 ii,M- LL 0.07 ----------'-------'----'----------------------------'-- fl/y'� 0.06 0.05 0.04 0.03 0.02 0.01 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ❑ Runoff 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 12S: Post Dev Basin 3 Bypass Runoff = 0.23 cfs @ 11.98 hrs, Volume= 0.012 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 11,093 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 11,093 61 Weighted Average 11,093 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Post Dev Basin 3 Bypass Hydrograph o. 0.23 cfs IL -----------IL------------------------------------------------ 0.23--- L-----------',--------------------------------T�/�JE11_2_�l_Ir 0.22 -------------- --------------------------------- 0.21------------------------------------- 7 0.2 YearRai fa11=3 3"- - ' ' ' ' ------I --I --I,---I ---I 0.18-------------- -RUn _Aee&O[1L093 0.17 '1----'I----I--:'---- a --I - w 0.16 L-0impff-Vol" W=OL ---,-- 0.15 0.14 ---,- -------------------------------------Rg11D�jJtil—D-:"I_ 3 0.13 ---� �7� 0 0.12 ----------i-----------------------------------i-- c--5.-/� V -Mib a0.11---------------------------------------------------------------�- 0.1 ---------------------------------------------------- 1/y 0.09---L------- - - - -',-------------------------------------=1�d- 0.08 -------------- ------------------------------------------------ 0.07 ---; ---; ---; ---; ---; ---;-----------; ---,----,----,----,----,----,----,- 0.06j---IL----------- ----------- ------------------------------------- 0.05--- ----', ---',-------', ---',----',----',----',----',----',----',----',----',----',- 0.04--L---'----'----L---'----'----'----'--------------------------------'- 0.03 --,-----------, ---,----,----,----,----,----,----,----,----,----,----,----,- 0.02-----------------------------------------------------------�- TRIM FF"I Time (hours) ❑ Runoff 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 13S: Post Dev Basin 4 SCM Runoff = 21.18 cfs @ 11.95 hrs, Volume= 1.056 af, Depth> 2.28" Routed to Pond 4P : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 96,061 98 Paved parking, HSG D 146,491 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 242,552 87 Weighted Average 146,491 80 60.40% Pervious Area 96,061 98 39.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Post Dev Basin 4 SCM Hydrograph 21.18 -r---r---r cfs --- L --- t--- L --- +--- L --- +--- 1 --- +---rt---I 1 --- 1 --- --- 1 --- y-------------------- --------I-- J----------------------------'I-- ■Runoff 21 ---r---r---r---r---T---T---7--- ---7----1i--------I- 20 19 -------------------------------------------------Ty;pe_-_24=hr --- --- --- --- ---+---+--- --- --- -- 2-Year Rainfall--153" - 18 --- r---r---r---r---+---r---r---r---r----I----I----I----I----I----I----r- --- --- --- --- --- + --- + --- + --- ---Rurtoff Arta='242-5-52-sf - 16 15 ---+---+---+---+---+---+---+---+---+---+---+--------------------- ---, ---, ---, --- T --- T --- T --- 7 --- I--_F�prrpff VOJl xme=11.0516-at- ^ 14 , w 13 ------------------------------------------------------------------ ---r---r---t --- +--- +--- + --- rt---rt --- I r II } e}I�}A I ~----Rune DepLh>L.Lvl� 12 0 11 LL i 10 --- - ---L---L---L---1---1---1---L---L---J--------------- ---r---r---+---+---+---+---+--- I I I I --- C-W � IM iFt ----------------------------I-- 80/_9_0- 8 7 --- --- ---r---r---r---r---+---r---r---r---r --- --- ---+---+--- --- --- ----------------I-LON ---- I ---- I ---- I ---- I ---- I ---- I ---- r- 4 3 ---r---r---r---T---T---T---T--------------------------------��-- --L---L---L------------' ----' ----' ----'----'----'----'----'----'----'----'-- 2 --+ -+---+ -+---+---+---+ -+- -+---+---+---+---+--------+- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 14S: Post Dev Basin 4 Bypass Runoff = 3.90 cfs @ 11.96 hrs, Volume= 0.180 af, Depth= 1.66" Routed to Link 4L : Post Combined Basin 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 0 98 Paved parking, HSG D 56,733 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 56,733 80 Weighted Average 56,733 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Post Dev Basin 4 Bypass Hydrograph -+--- t- - -t - -- --- --- --- -- --- - ■Runoff III Ty'�Ipe 11 24-hrl 2rYesr Rainfall=3.53" -----;--- 1RLinofifArea^561,733-sf- Runpff Vol'lump=0.180 a( Runoff Depth=1.66'' ---fi---t---t---rt---rt---rt--- --- --- ----- Tc=5.0 min' CN=$0/d __-T - - - T - - - T - - - 7 - - - 10 20 30 40 50 60 70 80 90 160 110 120 130 140 1k 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 15S: Post Dev Basin 5 SCM Runoff = 59.31 cfs @ 11.95 hrs, Volume= 2.995 af, Depth> 2.42" Routed to Pond 5P : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 316,785 98 Paved parking, HSG D 329,676 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 646,461 89 Weighted Average 329,676 80 51.00% Pervious Area 316,785 98 49.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Post Dev Basin 5 SCM Hydrograph I I I I I I I I I I I I I I I I 1 ■Runoff 59.31 cfs--------------- --- --- --- --------------------------------I-- - - - - - - - - T1pe--24-hr- - 55 1 1 1 ------------------- --- --- --- - -- 2' Y1e'1u RWn al'11=153" - 50 1 1 1 1 1 1 1 1 --L---L---L---L--- L---L---L--- Rurtofif Arch=646-4-61-sf- 45 1 1 1 1 1 1 1 1 11 1 1 1 1 1Y I I 40---1L--- 1L--- 1L--- I1--- 1--- 1--- 1---- itunpll'Vo1urrile_�.9911a�- 35 1Runoff Depth>2.42" LL 30 Tc=5.0 M i d + - - - + - - - 4- - - + - - - -I - - - -I - - - -1 - - - - I - - - - I - - - - I - - - - I- - 25 r Q ---r---r---r---t---t--- t--- t---t--- t------- -1----1----1 V�V-/JQ 20 ---r---r---r--- r--- t--- t--- r--- r--- r----1-------------- --1----1----1-- 15 1 --r---r---r---r---r---r---r---r---r----1----1----1----1----1----1----r- 10 --r---r---7---r---T---T---7---7---------------------I-------I-- 5 1 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment 16S: Post Dev Basin 5 Bypass Runoff = 29.22 cfs @ 12.14 hrs, Volume= 2.293 af, Depth> 1.68" Routed to Link 5L : Post Combined Basin 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 66,461 98 Paved parking, HSG D 187,948 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 459,550 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 713,959 80 Weighted Average 647,498 78 90.69% Pervious Area 66,461 98 9.31 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 20.5 1,962 Total 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 60 Subcatchment 16S: Post Dev Basin 5 Bypass Hydrograph - --r---�--- ---- ---- ---- 29.22 cfs�---�---�----I----I----I----I----I----I----I-- ■ Runoff z8 ry,pe--24=C11'' - ---T ---T ---T - - -T - -- T - -- T---+ - -- T --- T----------------------------I-- 26 --- --- ------+--- + --- --- --- --2 Year_RWnfaff 3.53" - 24 -- ------Ruho11 Arda--743_959-sf 22 20 ' --L---L---L---1---1---1---1---1---Iunpff_ol'u_m'e=.29'3-a - w 18 I �Runa# Depth>a .66'1- 3 16 1 1 .2 14---+---+---+---+---+---+---+---+---+----Fldw t'�enoth",l-962F ---r'----r'---''---'---'--- -'-'------------------------ I------ 12-r---T---T---T --- ----------------� �" �-Y��L�- 10--L---I- L--- ^ i---1---1---1---1---J----1------------i� J �/ 19�1Q 8 6 ---t---t---t---t---t---Y---t--- t-------------------------------i-- 4 --L---L---L---1---1---1---1---1---J----1------------------------'-- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 17S: Post Dev Basin 6 Runoff = 0.05 cfs @ 12.11 hrs, Volume= 0.006 af, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 9.092 55 Woods. Good. HSG B 9,092 55 Weighted Average 9,092 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 17S: Post Dev Basin 6 Hydrograph r-r-r-r-r-r-r-r-r-r- ■Runoff 0.0 0.05 cfs I I I I I I - -- - --- --- --- --- --- Type-0-2*hir�- 0.05 -- --- - 2rYecw Rainfal[=1 3'' - 0.045 o.oa - - - - - - RUnbff AreA %092- s#- - ---- - --- �- Run;)ff-Volgmp-0'-00$ af - �3 0.035 --I ----I ----I ----I ----I --- I --- I --- I ---Runoff Depth-0.36-- 0.03 o'- --- --- - LL --- Flow tenoth72'f'I - - 0.025 ----II-------r-----------------------------7�i------ ------ ------ y SQpe=0.?280------r--- --- --- --- --- 0.02 --- --- Tc-$ mIn 0.015--- --- --- -CN__5 /00.01 0.005 - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment 19S: Pre Dev Basin 1 b Runoff = 15.43 cfs @ 12.03 hrs, Volume= 0.902 af, Depth> 1.69" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 28,182 98 Paved parking, HSG D 92,514 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 157,912 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 278,608 80 Weighted Average 250,426 78 89.88% Pervious Area 28,182 98 10.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 32 0.0940 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 2.9 18 0.0830 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.2 424 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 11.1 814 Total 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 63 Subcatchment 19S: Pre Dev Basin 1 b Hydrograph 17 ■ Runoff 15.43 cfs 15 --- --- --- --- --- --- --- ----------' TX,pe_�I.2_4-hr 14 ------------------------- 13 1 1 1 1 1 1_ 12 ---,� ---,� --- T --- T --- 7 --- 7 ---Runoff Aria='�278,60'� sf - r---t---t--- t--- t--- t---t--- t--- tyy----------------i----i -i--sf m10 --- --- --- --- --- --- --- ----------- ----i __ -- '�R offDep h>� 9' --- --- --- --- --- --- --- --- -- -- -- --- o $ ' f lo�nr- Ldngth=814' LL---r---r---t---t---t---t---t---t---t----i-- -i -- 7---L---L---L---1---1---1---L---L---J----1--------- - -- -- 5 -- --- --- --- --- --- --- ----------------------- '�ACN=74/9&- 4 -- t - -- t - -- t - -- t - -- t - -- t --- t --- t - -- t------------------ - ---------I-- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Runoff = 7.35 cfs @ 12.05 hrs, Volume= 0.445 af, Depth= 1.52" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 0 98 Paved parking, HSG D 27,226 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 125,807 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 153,033 78 Weighted Average 153,033 78 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0800 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.0 408 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 12.8 798 Total 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 65 Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Hydrograph -t---t---r---r---r--t--- t--- t--- t---t---t---t------t---t- t- ' ■Runoff 7.35 cfs 7 2rYear Rainfal-1=3.53" ------------- 6- RuhoffArda=153,033 sf --- --- --- ------+------t---+-- un+nff -1Votum p--_� 44-a- - 5 Y Y- ------ --- frF---r---r---rt---T---T---T----RAj -DePth = 1.I52 �" - 4 F�IovV Le'n th=798' ----------------------------------------------------------------- 3 Tq=12.8 Mip -- -- -- -- -- -- -- --- I --- I --- I --- I --- I -----0V=$fQ- z --t---r---r---r---t---+---+---+---+---+---t---t---t---t---t---t- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Runoff = 7.09 cfs @ 11.98 hrs, Volume= 0.362 af, Depth> 2.02" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 21,604 98 Paved parking, HSG D 66,064 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 5,929 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 93,597 84 Weighted Average 71,993 80 76.92% Pervious Area 21,604 98 23.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.0400 1.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.50" 0.2 66 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 129 0.0780 1.95 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 71 0.0420 3.38 2.32 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=0.25' Z= 3.0 7' Top.W=3.50' n= 0.030 Stream, clean & straight 2.9 466 0.0470 2.66 1.08 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=0.25' Z= 10.0 & 3.0 '/' Top.W=3.25' n= 0.030 0.1 90 0.0100 18.15 1,161.29 Pipe Channel, 96.0" x 96.0" Box Area= 64.0 sf Perim= 32.0' r= 2.00' n= 0.013 1.1 294 0.0136 4.49 17.98 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 1.0 7' Top.W=5.00' n= 0.030 6.5 1,191 Total 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 67 Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Hydrograph I I I I I I I I I I I I I I I I ■Runoff 7.09 cfs 7 Ty',pell 24-hr, --- L--- L ---L- --1 --- 1 --- ZrYe�ar-RairtfAH=3M'1- 6 RLinoff Area=93,597 sf 5 Runpff Vol'ump=0.36� at ---'---L---L---L---+---L---+---L---+- 3 I I I I I I I I I-- ��Ru rroft-E}e pth >2.0-2'� - 4 LL -- Flow L'�enoth"1,191'- ---r---r---r---r---+---+---+---+---+- +---+---+--- 3 rtc=0. 5 m i n - - - r - - - r - - - r - - - r - - - + - - - + - - - + - - - t - - - Y - - - Y - - - T - - - T - - - - C 14 V 6/9 2 7 - - - T - - - T - - - T - - - T - - - T - - - 7 - - - 7 - - - 7 - - - 7 1 I I I I I I I I I I I I I I I I 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH Runoff = 3.26 cfs @ 11.96 hrs, Volume= 0.151 af, Depth= 1.59" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (sf) CN Description 0 98 Paved parking, HSG D 27,313 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 22,265 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 49,578 79 Weighted Average 49,578 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 50 0.2400 0.42 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 1.5 127 0.0790 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 Direct Entrv, 5.0 177 Total Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH 3.26 cfs -'F---T---T---T- 3 - 'L---T - --L---L- w 2 LL Hydrograph � � , '■Runoff - -T--- T--- T--- T---T- - -T Type 1 2 - 2rYear Rainfall=3.53" Runoff Area^49!,578 sf --T---1-- F unpff _, olium, ,.15J1-af - Runoft Depth=1.59" FI'�loW Length=177' T,`c=0.0 00 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 69 Summary for Pond 1 P: Wetland 1 Inflow Area = 16.524 ac, 49.22% Impervious, Inflow Depth > 2.43" for 2-Year event Inflow = 66.12 cfs @ 11.95 hrs, Volume= 3.340 of Outflow = 17.02 cfs @ 12.11 hrs, Volume= 3.311 af, Atten= 74%, Lag= 9.2 min Primary = 17.02 cfs @ 12.11 hrs, Volume= 3.311 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 324.52' @ 12.11 hrs Surf.Area= 44,293 sf Storage= 77,007 cf Plug -Flow detention time= 1,412.4 min calculated for 3.311 of (99% of inflow) Center -of -Mass det. time= 1,406.4 min ( 2,193.9 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 322.50' 194,511 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 27,140 0 0 323.00 33,513 15,163 15,163 323.50 39,242 18,189 33,352 323.75 42,394 10,205 43,557 324.00 43,003 10,675 54,231 325.00 45,476 44,240 98,471 326.00 48,006 46,741 145,212 327.00 50,593 49,300 194,511 Device Routina Invert Outlet Devices #1 Primary 319.00' 42.0" Round Culvert L= 69.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 319.00' / 316.00' S= 0.0435 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 322.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.25' 108.0" x 108.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=16.77 cfs @ 12.11 hrs HW=324.52' (Free Discharge) L1=Culvert (Passes 16.77 cfs of 89.94 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.33 cfs @ 6.63 fps) 3=Orifice/Grate (Weir Controls 16.44 cfs @ 1.70 fps) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 70 Pond 1 P: Wetland 1 Hydrograph -------------------r---,---r---r---r---r---r---�----�----�----�---r- ■Inflow 66.12 cfS - - ■ Primary 65---�----,----,----,---;,--- --- ---', Wow --- --- --- -----Peark-EFev=3'2-4:'L 55 ---',--------------y'--- --- ---', ---', ---Storage=17,001-Cf 50 45---il-----------i------r---r--- r---r---r---r--- r-----------i--- - u 40 35 ------------------+---+---+---+---+---+---+------------------+- p i LL___L--------------------------------------L___�____�___J___J_____ 30 25 17.02 cfs - --- ?--- --- - - - I- - - - - - - - - - - -I - - - + - - - + - - - + - - - + - - - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 71 Summary for Pond 2P: Wetland 2 Inflow Area = 13.424 ac, 54.27% Impervious, Inflow Depth > 2.50" for 2-Year event Inflow = 55.11 cfs @ 11.95 hrs, Volume= 2.801 of Outflow = 14.01 cfs @ 12.11 hrs, Volume= 2.779 af, Atten= 75%, Lag= 9.3 min Primary = 14.01 cfs @ 12.11 hrs, Volume= 2.779 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 324.76' @ 12.11 hrs Surf.Area= 34,392 sf Storage= 65,800 cf Plug -Flow detention time= 1,626.6 min calculated for 2.779 of (99% of inflow) Center -of -Mass det. time= 1,621.0 min ( 2,405.4 - 784.4 ) Volume Invert Avail.Storage Storage Description #1 322.50' 147,210 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 19,691 0 0 323.00 24,415 11,027 11,027 323.50 28,685 13,275 24,302 323.75 32,697 7,673 31,974 324.00 33,114 8,226 40,201 325.00 34,799 33,957 74,157 326.00 36,518 35,659 109,816 327.00 38,271 37,395 147,210 Device Routina Invert Outlet Devices #1 Primary 315.50' 36.0" Round Culvert L= 61.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 315.50' / 314.00' S= 0.0246 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 322.50' 2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.50' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=13.74 cfs @ 12.11 hrs HW=324.76' (Free Discharge) L1=Culvert (Passes 13.74 cfs of 94.78 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.24 cfs @ 7.06 fps) 3=Orifice/Grate (Weir Controls 13.50 cfs @ 1.65 fps) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 72 '1.71 0IPA Mvivfm FTT W., Hydrograph 60 - r - - - I- - - - - - - 'I 55.11 cfS------------ - - - - -I - - - T - - - - - - T - - - T --------------- t - - - T - - - r - - - r - - - I■Inflow ---r---r---'r--- I ---- I ---- I ---- - - -- - ■ Primary --------------I--- ---,---7--- It-lr - ow-Area=1-3.424 aq- 55 50 ' ,----------------- ------rt--- ---r--Pealk-Elev3'24:7V 45 --I-------------- ---i--- --- * /� �, --- 8torage=65,-806 40 ---------------i--- --- ---+---+---r---+---+------------------+- w 35 ---r--------------y-------rt---+---r---r---Ir---I----li----li-------y- 3 30 0 ------------------+---+---+---+---+---+---+------------------+- M , 14.01 cfs ----------------+---+---+---+---+---+--- ------------------ - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 73 Summary for Pond 4P: Wetland 4 Inflow Area = 5.568 ac, 39.60% Impervious, Inflow Depth > 2.28" for 2-Year event Inflow = 21.18 cfs @ 11.95 hrs, Volume= 1.056 of Outflow = 2.79 cfs @ 12.21 hrs, Volume= 1.050 af, Atten= 87%, Lag= 15.6 min Primary = 2.79 cfs @ 12.21 hrs, Volume= 1.050 of Routed to Link 4L : Post Combined Basin 4 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 366.31' @ 12.21 hrs Surf.Area= 16,781 sf Storage= 24,624 cf Plug -Flow detention time= 1,233.2 min calculated for 1.050 of (99% of inflow) Center -of -Mass det. time= 1,231.5 min ( 2,025.6 - 794.1 ) Volume Invert Avail.Storage Storage Description #1 364.50' 76,524 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 364.50 9,593 0 0 365.00 11,782 5,344 5,344 365.50 13,909 6,423 11,767 365.75 15,761 3,709 15,475 366.00 16,208 3,996 19,471 367.00 18,042 17,125 36,596 368.00 19,946 18,994 55,590 369.00 21,921 20,934 76,524 Device Routina Invert Outlet Devices #1 Primary 361.00' 30.0" Round Culvert L= 51.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 361.00' / 359.00' S= 0.0392 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 364.50' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 365.75' 24.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 366.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.78 cfs @ 12.21 hrs HW=366.31' (Free Discharge) L1=Culvert (Passes 2.78 cfs of 47.64 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.37 fps) 3=Orifice/Grate (Orifice Controls 2.70 cfs @ 2.41 fps) 4=Orifice/G rate ( Controls 0.00 cfs) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 74 z3 21. 22 21 20 19 18 17 16 15 14 13 12 0 11 LL 10 Pond 4P: Wetland 4 Hydrograph ■ Inflow 18 cfs----------------',--- ',---',---'----'----'----',----',----',----',----',--- �,- ■ ---- -----------+---+---+---+---+---+---+---+--------------+- Primary ---------------I---7--- ---+---+---Y---------fir---r---I-----III--/-�-w-I---7- ------------------+---+---+---+---+---L---L- ---,----,----,----,----,------ j---,----------------------------,--- I- - L - - - + - - - L - - - L - - - I - - - -'- ---- --+---+- - -r -r---F - - - - - - - - - - - - - - - -I- - - I - - - I - - - + - - - + - - - r - - - r -- -i--------------------- +-- -i -- -i - - -i - - -i------------- - -, --- i- ---'----'----'----'--- L --- L---+---+---+--- L -- -L---------------'--- L - ---I----r---I----I--- 2.79 cfs--------------I---I --- I --- rt--- t--- r--- r--- 'r---------------I--- - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 75 Summary for Pond 5P: Wetland 5 Inflow Area = 14.841 ac, 49.00% Impervious, Inflow Depth > 2.42" for 2-Year event Inflow = 59.31 cfs @ 11.95 hrs, Volume= 2.995 of Outflow = 17.74 cfs @ 12.09 hrs, Volume= 2.980 af, Atten= 70%, Lag= 8.4 min Primary = 17.74 cfs @ 12.09 hrs, Volume= 2.980 of Routed to Link 5L : Post Combined Basin 5 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 327.59' @ 12.09 hrs Surf.Area= 38,492 sf Storage= 67,678 cf Plug -Flow detention time= 1,268.3 min calculated for 2.979 of (99% of inflow) Center -of -Mass det. time= 1,264.4 min ( 2,052.1 - 787.7 ) Volume Invert Avail.Storage Storage Description #1 325.50' 169,046 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 325.50 21,711 0 0 326.00 27,889 12,400 12,400 326.50 33,290 15,295 27,695 326.75 36,057 8,668 36,363 327.00 36,775 9,104 45,467 328.00 39,685 38,230 83,697 329.00 42,658 41,172 124,869 330.00 45,696 44,177 169,046 Device Routina Invert Outlet Devices #1 Primary 314.00' 42.0" Round Culvert L= 78.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 314.00' / 312.00' S= 0.0256 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 325.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 327.33' 120.0" x 120.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.49 cfs @ 12.09 hrs HW=327.59' (Free Discharge) L1=Culvert (Passes 17.49 cfs of 159.39 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.33 cfs @ 6.75 fps) 3=Orifice/Grate (Weir Controls 17.16 cfs @ 1.66 fps) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 76 '1.71 0 M Mvivfm FTT W Hydrograph ■ Inflow 6559.31 CfSI----------------------'-------------------------------'--- '- ■ Primary 60------------------,--- --- --- ; -I0flow-Ares=14.$41'-ac;- 55 he9k-E eV=3L7.5-9 50 ---i-----------i--- --- --- --- --- - -r-----------i-- Storage=G7.67$ ct 45 ---i---------------li--- ----------li ---i ---i - ---,------,--- i- 40 u35----------------- --- --- --- --- --- --------------------- - 3 0 30 ------------------+---+---+---+---+---+---+------------------+- LL 25 ---r--------------r---r---r---r---r---r---r---r--------------r- 17.74 cfs - --- --- --- 151 [j --1----1----1----1---J---1---1---1---L---L--- L------------------ - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 77 Summary for Link 1 L: Post Combined Basin 1 Inflow Area = 54.042 ac, 32.76% Impervious, Inflow Depth > 1.92" for 2-Year event Inflow = 52.88 cfs @ 12.10 hrs, Volume= 8.649 of Primary = 52.88 cfs @ 12.10 hrs, Volume= 8.649 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 1 L: Post Combined Basin 1 Hydrograph ----------------'------'---'----------------------------'--- I'- ❑Inflow 52.88 cfs ❑Primary - --I--- --------f"'flow Area--$4-442''I-ac- 50 ---r---r---I----I---r---r---r---r---r---r---r---r---I----I----I---r- 45 ---r---I----I----I---r---r---r---r---r---r---r---r---I----I----I---r- I I I I I I I I I I I I I I I I 40---r---r-------i--- --- ------+---+---r---r---r-----------i--- - N I I I I I I I I I I I I I I I I V I I I I I I I I I I I I I I I I i i 3 I I I I I I I I I I I I I I I I 0 M25--'i---------------'--- --- --- --- ------'i---------------'i--- - 20 15 --r---r---I----I---r---r---r---r---r--- r---r---r---I----I----I---r- 10---I----I----I---r---r---r---r---r---r---r---r---I----I----I---r- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 78 Summary for Link 4L: Post Combined Basin 4 Inflow Area = 6.871 ac, 32.10% Impervious, Inflow Depth > 2.15" for 2-Year event Inflow = 4.91 cfs @ 12.00 hrs, Volume= 1.230 of Primary = 4.91 cfs @ 12.00 hrs, Volume= 1.230 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 4L: Post Combined Basin 4 Hydrograph ❑ Inflow ❑ Primary 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 79 Summary for Link 5L: Post Combined Basin 5 Inflow Area = 31.231 ac, 28.17% Impervious, Inflow Depth > 2.03" for 2-Year event Inflow = 46.33 cfs @ 12.11 hrs, Volume= 5.273 of Primary = 46.33 cfs @ 12.11 hrs, Volume= 5.273 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 5L: Post Combined Basin 5 Hydrograph ❑ Inflow 46.33 cfs � �� - [I Primary Inflow Area=31.231'� ac�, 45 40 ---r--------------r---r---r---r---r--- r---r---r--------------r- 35 m 30 ------------------+---+---+---+---+---+---+------------------+- 3 25-----------�--- --�--- LL 20--1----1----1----1---J---L---1---1---L---L---L------------------ - 15 --r--------------r---r---r---r---r---r---r---r--------------r- 10--------------------- --- --- --- ------------------------- - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 80 Summary for Link 20L: Pre Combined Basin 1 Inflow Area = 36.473 ac, 6.70% Impervious, Inflow Depth > 1.01" for 2-Year event Inflow = 26.56 cfs @ 12.11 hrs, Volume= 3.083 of Primary = 26.56 cfs @ 12.11 hrs, Volume= 3.083 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 20L: Pre Combined Basin 1 Hydrograph ---- ----+--+-------y-------rt---+---r---r---Ir-------------------- ❑Inflow rfs � � � � � � � � � � � � � � � [I Primary6.56 cfs �----�,----�,----�,----,--- --------11'lf_�QW_=�-AC��6.473��, �q- 24 22 20 i T T F 18 ---+---+--+-------+---+---+---+---+---+---+---+------+-------+- N i� _--I----I----I----I--- I--- I--- I ---I ---I ---I---I----I----I----I----I--- I- u 16 14 --+---+----------+---+---+---+---+---+---+---+--------------+- LL 12 8 --------------I--- ------+---+---+--- ---�---------------I--- 6- 4 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 81 Summary for Subcatchment 1S: Pre Dev Basin 1a Runoff = 47.06 cfs @ 12.22 hrs, Volume= 4.536 af, Depth> 1.81" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 78,249 98 Paved parking, HSG D 202,303 80 >75% Grass cover, Good, HSG D 138,183 61 >75% Grass cover, Good, HSG B 236,687 77 Woods, Good, HSG D 654,749 55 Woods, Good, HSG B 1,310,171 66 Weighted Average 1,231,922 64 94.03% Pervious Area 78,249 98 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 3.0 1,693 0.0285 9.34 280.34 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 26.8 3,084 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 82 Subcatchment 1S: Pre Dev Basin 1a Hydrograph 5241 -r---r---r---r---T---T--- T ---- -T---T ---- li----li----li----li----li----Ir---li ■Runoff 46 -- --- --- --- ---+---+--- --- --- --------------------- ----I----I------iIE24-h�--- 40 ; ; ; 38 - - -- --- --- - - - - - - - - -- - -- - ----9=Yar_ar�#a�1=�!�7'-- Runoff Area=1,31 OJ711_ sf - 36 34 32 ---------------------------,- --+---+---+---+---+---+---+ --,----,----,----,----;---;---;---;---------------------------------- --- +---+Iftholl - -----------F--.-.-1 Volullle=4.536a w 30j--+---+---+---+---+---+---+---+---+-----Ru-noff-Do 28 -- --- --- --- --- --- --- --- ------- >4'M 0 24 --' ---' ---' ---' --------' ----' ----' ---------Fll�w-'��=f��F'� - LL 22 zo - -+- --------------------------------- - -+- - -+- -+- - - -+- - -+- - -+- - -+- -+- -I-- -I-- -I-- I--- -I-- -I-- - - � —��:� min- - 18 16 / --T---T---T---T---T---T---T---T---T----------------I--/�--I----II-----�(I-- --L --- L--- L--- 1--- 1--- 1 --- 1---1---J-----------------CN=64/[98 8 --L---L---L---1---1---1---1---1---J----1------------------------'-- aI --- --- --- ---+---+--- --- --- ------------------------------ 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 83 Summary for Subcatchment 2S: Pre Dev Basin 2 Runoff = 3.75 cfs @ 12.19 hrs, Volume= 0.374 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 192.483 55 Woods. Good. HSG B 192,483 55 Weighted Average 192,483 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.5 789 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.3 839 Total Subcatchment 2S: Pre Dev Basin 2 Hydrograph -r-r- r-r- r- r-r- r- T- r -r-r-r-r-r-r---r- ■Runoff 3.75 cfs Ty',pe 11 24-hr, 10rYear Rainfall=5.�07'" ---r---r---r---t--- t--- t--- t--- t--- t---t---t---t------t---t---t- 3 RuhofflArda=192,483 sf Runpff Vol'ump=0.374 at -- --- --- --- --- --- ---i--- i--- i--- ,Rurtoff_DePth_=_1,02''- ° 2 MoW Lengfh=839' Tr,=22.3 snip ----- -- -- -- -- -- -- -- --- --- --- -----GN=�-5/0- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 84 Summary for Subcatchment 3S: Pre Dev Basin 3 Runoff = 8.58 cfs @ 12.24 hrs, Volume= 0.943 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 485.421 55 Woods. Good. HSG B 485,421 55 Weighted Average 485,421 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 50 0.0140 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 12.1 947 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 25.7 997 Total Subcatchment 3S: Pre Dev Basin 3 Hydrograph -L--- L--- L--- L--- L--- L--- L--- 1--- 1--- L---L---L---L--- ------L---L- ■Runoff 8.58 cfs -- --- ell 2" --- --- --- --- --- --- --- --- --- TO 8 I I I I I 1 10rYear Rainfall=5.�07'" 7 Rurioff�Arda=485,421 sf Runpff Vol'ump=0.94$ at ----- --- ---F---T---T---T---T---T- 5 --'unoft-Depth=102`�- -----------------------------------------FivvV-Len Ir- t997'- a 4 --------------------- - - --- - -- - -- - -- --- Tjq 2$,7 Tnir'- 3 CN=- 5/0 --i ---i ---i ---i -- -i -- -i -- -i ---T--------------------------- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 85 Summary for Subcatchment 4S: Pre Dev Basin 4 Runoff = 24.93 cfs @ 12.13 hrs, Volume= 1.905 af, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 273,670 77 Woods, Good, HSG D 287.068 55 Woods. Good. HSG B 560,738 66 Weighted Average 560,738 66 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.2 795 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 19.1 845 Total Subcatchment 4S: Pre Dev Basin 4 Hydrograph � �---'� ---'� ---'� ---'-� --- � � � � � � � � � � � ■Runoff 24.93 cfs 24 ' --- --- ---,I ---I --- I --- I --- ------J-------------Type-2-'�=�� - ---r---r---+---+---+---+---+---�---�----i----i----i----�-----i----i----i-- 22 10rYear Rainfall=5.07" --r---r---r---r---t---t---r---r---r----i----i----i----i----i----i----r- 20 T ' -- ------Ru[t0ffArch--'56ai738-sf-- 18 --T ---T ---T - -- T - -- T - -- T--- --- --- R� Wriof-Vo(ume=i�.901&af - m 16 --- ------ !---!--- --- --- --- ----'Runoff Depth=9.78'� - 3 14 *jam p--r---r---r---r--- t--- t--- r---r---t------1F[OA L6ng h=845-- LL 12 --T---T---T--- T--- T--- T--- 7--- 7--- 7---- ---------T=1.1Mill 10 CN=66/0 6 - - - + - - - + - - - + - - - + --- 4 --r---r---r---+---t---t---t---t---t----------------------------i-- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 86 Summary for Subcatchment 5S: Pre Dev Basin 5 Runoff = 63.29 cfs @ 12.25 hrs, Volume= 6.171 af, Depth> 2.68" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Descri 50,578 98 Paved parking, HSG D 137,287 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 955,297 77 Woods, Good, HSG D 59.481 55 Woods. Good. HSG B 1,202,643 77 Weighted Average 1,152,065 76 95.79% Pervious Area 50,578 98 4.21 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 3.5 384 0.1330 1.82 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 30.1 2,346 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 87 Subcatchment 5S: Pre Dev Basin 5 Hydrograph 70 - --- --- --- --- --- --- --- --------------------------------'i-- ■Runoff 63.29 cfs--- r---- -------- - - - - -- --- --- ------------------------------ --T---T---T---T---T---T---T---T---T--------------Tj�pe1t24=hr- 60 - ----------- - -- - -- T - -- T --- --- ---_11 Year-kailfajl_71�- 55 50 Runoff iArea=1 y202,643 sf --+---+---- --+-- - + - -- t - -- 4 - -- 4 -------I------------------------I-- 45 ' 'Ruhoff Vo'lurhe=6.171 of --T - - -T - - -T - - -T - - -T - -- T --- 7 - -- 7 --- 7----I----I----I----I----I----I----I-- 40 - - - - - - - - Runoff-Qe p#h>2 68" - - - L - - - L - - - L - - - L - - - L - - - L - - - L - - - 1 - - - L - - - -'- - 0 35 �hW-,�ep9M`2,$4` - a 30 --r---r---+---+---+---+---+---t---t------------i- --T---T---T--- T--- T--- T---T - -- --------------- - - - -- C N-7619g - 1s -- --- --- --- --- --- --- --- --- ------------------------------ 10 --r---r---t---t---t---t---t---t---t----------------------------i-- 5 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 88 Summary for Subcatchment 6S: Pre Dev Basin 6 Runoff = 0.26 cfs @ 12.08 hrs, Volume= 0.020 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 10.062 55 Woods. Good. HSG B 10,062 55 Weighted Average 10,062 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 6S: Pre Dev Basin 6 Hydrograph o. 0.26 cfs 0.26 Ty' a _11.24-h_r --- --- --- -- -- -- ---r-----------r-------------------I0fiXear- Rai nfall=5.'0 " 0.22 - -- --- -- --- - - - - -- --- - - Rnof-Aeea,10-062-sf 0.2 ufnpoF1--=0_020 of0.18 - --------------------------------------------- ------ u 0.16 - - -Ru- oft Depth=M2'1- 0 0.14---'r---'----'r---'r---'----'r------------------- FlaW ten!qth=�72'1- LL 0.12 0.08 TC=1 .8 min 0.06 Gli - 65L0_ 0.04 0.02 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Runoff 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 89 Summary for Subcatchment 7S: Post Dev Basin 1 SCM Runoff = 103.36 cfs @ 11.95 hrs, Volume= 5.237 af, Depth> 3.80" Routed to Pond 1 P : Wetland 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 354,276 98 Paved parking, HSG D 365,528 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 719,804 89 Weighted Average 365,528 80 50.78% Pervious Area 354,276 98 49.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Post Dev Basin 1 SCM Hydrograph 115 - ------r---r------r---r---r---r---r---r---r---r---r---r---r---r- ■Runoff 103.36 cfs -- 100 -----r-------r---r-------r---r---rType-tU24_h-�' _ � - - 95 ---'----------------------------'---- 90 -- --- --- --- --- --- --- --- --- lOYear-RWinfal[=5,07 '- 85 --- ---I -- - I - -- ---I ---I -- - I -- - 'I -- urtoffrAII-7 %1104sf- 80 -- --- -- - --- -- -- -- - 75 - --- --- --- --- --- --- --- -- lJn ol� m-123�af - 70---'r---r---r---'r---r---r---r---r-- ---Q µ 0- 65 j---------------------------' RunQfDpfh>0'- 60 - --- --- --- --- --- --- --- --- --- 0 55---r---r---r---r---r---r---r---r---r---r---r---r- - M 50 -- -- -- -- -- -- -- -- -- -- -- -- TC=5.0_Mirt_ 45 -- ------L--- --- ------L---L------L---L---L---L GR=S 40---r---r---r---r---r---r---r---r---r---r---r---+---r-- Y/9-- 35 ---, ---, ---, ---, ---, ---, ---, ---, ---, ---, ---, ---, ---, ---, ---, ---, - 25 ---r---r---r---r---r---r---r---r---r---r---r---+---r---r---r---+- 20 ---li ---li --- li --- li --- li --- li --- li --- li --- li --- li ---li--- Ir--- li ---li ---li ---Ir- 15--'---- ------'---- --- --- --- --- --- --- --- --- --- --- --- - 10--r---r--r---r--r---r--r---+--r---r--+---+---r---r--+---+- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 90 Summary for Subcatchment 8S: Post Dev Basin 1 b SCM Runoff = 85.35 cfs @ 11.95 hrs, Volume= 4.352 af, Depth> 3.89" Routed to Pond 2P : Wetland 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 317,324 98 Paved parking, HSG D 267,418 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 584,742 90 Weighted Average 267,418 80 45.73% Pervious Area 317,324 98 54.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Post Dev Basin 1 b SCM Hydrograph ---L---L--- 95 --------------4--- --- --- ---------------------- ■ Runoff 85.35 cfs---L---L---L--- --- --- --- --- ---- -- --- 85 T --- --- --- --- --- --- --- --- ----------------1y-0-2Iof-h-- 80---L---L---------+---+---4--------------------------------�-- 75 - 70---L---L---L---1---1---L---L---L--- Ruhoff A7`ea=684-i42-af- 65 ---L---L---L---1---1---L---L---L---J----1------------------------- 60 -L -L -L L L L L L w55 --- --- --- --- --- --- --- -----------i6 R 50---L---L---L---1---1---1---1---1---J----�Runo LJe� h> . 9' _ 0 45---L---L---L---L---L---LI---LI--------------------- yn ML 40 35 --- --- ---T --- T--- L--- L---L---L-------------------- 30 25 20 -- --- --- --- --- --- --- - 15 --------------------------------- 10 S I i I i I I i i I I I i I 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 91 Summary for Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Runoff = 32.72 cfs @ 12.21 hrs, Volume= 3.093 af, Depth> 2.15" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 77,917 98 Paved parking, HSG D 209,081 80 >75% Grass cover, Good, HSG D 142,947 61 >75% Grass cover, Good, HSG B 80,871 77 Woods, Good, HSG D 242,481 55 Woods, Good, HSG B 753,297 70 Weighted Average 675,380 67 89.66% Pervious Area 77,917 98 10.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 2.2 1,308 0.0330 10.06 301.66 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 0.1 102 0.0190 25.01 1,257.21 Pipe Channel, 96.0" Round Area= 50.3 sf Perim= 25.1' r= 2.00' n= 0.013 Concrete pipe, bends & connections 0.7 282 0.0140 6.55 196.48 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 26.8 3,083 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 92 Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Hydrograph ■ Runoff 32.72 cfs `' w 32 - -rJ y'pe-N-2-4-h --- r--- r--- r--- r--- r--- r--- r--- r-------- ----i- r- 30 t---t---t---t---t---t---t---t ----1OrYearrRai r Taff=5.07'-- 28--+---+---+---+---+---+---+---+---+p-----�p-/--.,-y�------C--I-/-----A-�-- 26--L---L---L---1---1---1---L---L---i�i.�F'1I�IF3-\1-da�'7a7d 297 s1-- 24 ' ' ' 22 ---L---L---L---1---1---1---1---1-- un'o�f-Vo1',um'e t$-09'$-af - ----------------------------------------------------------------- 20 I I 'Rona# Depth>2.1-57 - 3 18 -- --- --- ------1--- - -- FL -------- 16 Ffdw [�enh --r---r---r---r---r---r---r---r---r----i----i----i--T- 14- -t---t---t--- t--- t--- t--- t---t---t------------ 'i- 1�L.vf 12 + - - - + - - - + - - - + - - - -I- ---------- 10--L---L---L---1---1---1---i---i---J---- --- C -=6--L9--- 8 --L---L---L---1---1---L---L---L---J------------------------------ 6 4 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 93 Summary for Subcatchment 10S: Post Dev Basin 2 Runoff = 0.42 cfs @ 11.97 hrs, Volume= 0.020 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 7,476 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods. Good. HSG B 7,476 61 Weighted Average 7,476 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Post Dev Basin 2 Hydrograph 0. 0. 0.42 ---�I----�I----�I----�I----�I----�I----�I----�I----�I----�I----�I----�I----�I----�I----�I- cfs----------- -------------------------------------------------- 0.42 ---r---1--------r---I-----------------------------T�/ n-e1i 24--hrl 0.4 0.38 ---'---'----'----'----'----'----'----'------------------�7-C------------ I I I I I I I I I I I I I I --- ---, ---, --- ---, ---,----------- 1a+Year- Rai nfaN=5:07'"- 0.36 0.34 --- --- --- --- --- --- -----------I --- I---- I - - -- I - - -- I - - -- I - - -- I - - -- I- ---- 'RLM6ff Area-7 4716 Sf 0.3 --- --- --- --- --- --- -------I- jy p��ppl- �}y� -R�npff �olpmIQ�VI-020-at 0.28 Ni -- - - - - - - - - L - -'- - -'- - - L - -'- - -'- - -'- - -'- - -'- Rumo Depth=1.A11 0.24 0 0.22 LL ------------------------------------------------------------ ----------'-------'----------------------------'-- TC_�.�111 0.2 0.18 ---r------r---r-------r---------------------------------------I- ---'I----'I----'I----'I----'I----'I----'I----'I----'I----'I----'I----'I----'I- �y cti-011d 0.16 0.14 --------------------------------------------------- ---�r-------�r---�r-------�r---------------------------------------- 0.12 0.1 ---'----'----'----'----'----'----'----'--------------------------------'- I I I I I I I I I I I I I I I I -------------- 0 08 0.06 r---r---r---r---r---r---I----I----r---I----I----I----I----I----I----I- --------------------------------------------------------------- 0.04 ------------------------------------------------------------�- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ❑ Runoff 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 94 Summary for Subcatchment 12S: Post Dev Basin 3 Bypass Runoff = 0.63 cfs @ 11.97 hrs, Volume= 0.030 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 11,093 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 11,093 61 Weighted Average 11,093 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Post Dev Basin 3 Bypass Hydrograph 07 o. 0.63 cfs r-----------I -----------------------------------------------I- 0.6 Type 1-24fir 0.55 10+Year Rainfall=5.07'" 0.5 --'' ---'' ---'' ---'' ---' Ru'bo_ff_Ai-ea==l t.093 sf 0.45 Ru npff-Volpmp=-6.030-af m 0.4 L - - - Run Oft Depth=1 141'1- 3 0.35 LL 03 --- --- -- -- T0=5.0m ---r---r-------r-------------------r---------------i-- 0.25 C = 1 0.z 0.15 0.1 0.05 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ❑ Runoff 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 95 Summary for Subcatchment 13S: Post Dev Basin 4 SCM Runoff = 33.74 cfs @ 11.95 hrs, Volume= 1.688 af, Depth> 3.64" Routed to Pond 4P : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 96,061 98 Paved parking, HSG D 146,491 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 242,552 87 Weighted Average 146,491 80 60.40% Pervious Area 96,061 98 39.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Post Dev Basin 4 SCM Hydrograph � � � � � � � � � ■Runoff 33.74 cfs -- -- -- -- -- --- --- --- ------------------------------34- ---T---T---T---T---T---T---T---T---T-------------T-ypse-O-Z4=hr-- 30 - -- -- -- -- -- -- T-- -- -- 1-Year Rai rtft1h .5.07'-- 28 I I I I I I 26---t---t--- t--- t---t---t---t- - -t- -- Runoff Aria=242-c55 sf w IRunaff- Death>3,64'_ _ 0 18 ---L---L---L---1---1---L---L---L---J-------------- y,n ML 16 ---L---L---L---1---1---L---L---L---J----------------------------'-- 14---L---L---L-------'------------------------------'��_ 12 _ IT 10 8 6 -- --- ---T - -- T - -- T - -- T--- --- ----'----------------------------'-- 4 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 96 Summary for Subcatchment 14S: Post Dev Basin 4 Bypass Runoff = 6.84 cfs @ 11.96 hrs, Volume= 0.321 af, Depth= 2.95" Routed to Link 4L : Post Combined Basin 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 0 98 Paved parking, HSG D 56,733 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 56,733 80 Weighted Average 56,733 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Post Dev Basin 4 Bypass Hydrograph - - - ■Runoff 6.84 cfs Ty',pell 24-hr, ---L - - - L - - - L - - - L - - - L - - - L - - - L - - - 1 - - - 1 - - - 1 - - - 1 - - - 1 - - - J - - - J - - - J - - - J - 6 10rYear Rainfall=5.�07'" --'--- --- --- --- --- --- --- --- ftnoff --e&5Gr733-sf- 5 Runpff Vol'ump=0.321 at w---- unof(Del pth=2.95" LL - -- -- -- -- - - - - - - - - Tc �lll�_ 3 CN=$0/d 2 10 20 30 40 50 60 70 80 90 100 110 120 13o 140 1k 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 97 Summary for Subcatchment 15S: Post Dev Basin 5 SCM Runoff = 92.77 cfs @ 11.95 hrs, Volume= 4.699 af, Depth> 3.80" Routed to Pond 5P : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 316,785 98 Paved parking, HSG D 329,676 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 646,461 89 Weighted Average 329,676 80 51.00% Pervious Area 316,785 98 49.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Post Dev Basin 5 SCM Hydrograph -L---L--- L--- L--- L--- L--- L--- L--- L--- L--- L--- L--- L--- L--- L-__L --- L_ � � � � � � � � � � � � � � � � � ■Runoff 1 92.77 cfs �___�___�_ �y=kir ---r---r---r---r---r---r---r---r---r---r---r---r�� - 90---r---r---r---r---r---r---r--- �e- r---r---r---r---r 8s -- ---'r ---'r -- ---'r ---'r ---'r ---'r -- 1-0rYear Rainfall--s.l 7' - 80- 75-'------------'-------------------RurtoffArda=646,46'1-sf- 70------- ---------- --- --- --- --- --- --- --- ---- - -- - -- --- - 65---'L---'; ---';---'L---'; ---'; ---'; ---'; --Runes �,1 (A4MP=d1.69O of - 55-r---r---r---r---r---r--- r--- r- - -r - -- Run -ft--- h�3:8O'� - ---r---r---r---r---r---r---r---r--_r--- 3 50--- r--- r---r---r---r---r---r---r---r--- r---r - - -r- - M 45 ITC=5.0 firf --r-r-r-r-r-r-r-r-r-r-r-r---r --r -r- -r- 40---,------------------------------------------------- Co- 4itA- VY .7 35------- ---------- --- --- --- --- --- ---1---I---=------------- 30 j---L---L---L---L---L---L---L---L---L---L---L___L---L---L---L---L- 25 ---L---L---L---L---L---L---L---r---L---L---r---r---L---L---r---r- 20 ---L---L---L---L---L---L---L---r---L---L---r---r---L---L---r---r- 1 S- 10-- r - - -r--r - - -r- -r---r--r - - - r--r---r--r---r---r---r--r---r- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 98 Summary for Subcatchment 16S: Post Dev Basin 5 Bypass Runoff = 52.01 cfs @ 12.13 hrs, Volume= 4.030 af, Depth> 2.95" Routed to Link 5L : Post Combined Basin 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 66,461 98 Paved parking, HSG D 187,948 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 459,550 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 713,959 80 Weighted Average 647,498 78 90.69% Pervious Area 66,461 98 9.31 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 20.5 1,962 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 99 Subcatchment 16S: Post Dev Basin 5 Bypass Hydrograph - 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 100 Summary for Subcatchment 17S: Post Dev Basin 6 Runoff = 0.24 cfs @ 12.08 hrs, Volume= 0.018 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 9.092 55 Woods. Good. HSG B 9,092 55 Weighted Average 9,092 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 17S: Post Dev Basin 6 Hydrograph -r---r---I----I----r---I----I- -I----I----I----I----I----I----I----I----I----I- 0. � II II II II II II II II II II II II II II II II 0.24 cfs -- -- -- ------I--------------------------I�----I- 0.24 --- --- --- ---I 1ypEll-2-4--hr 0.22 ---1,----1,----1,----1----1,----1,----1,----1,----I &,Year - Rai nfaN-&Ila7'"- 0.2 0.18 --- ---I-- un'-ffVor'- m'-=0'-0 a w RumOlt 6epth=1.02`� 0.14 - - - L - - -'- - - -'- - - - L - - -'- - - -'- - - -'- - - -'- - - -'- - - -'- - - -I- - - -I- - - -'- - - -I- - - -I- - - -I- LL 0.12 MoW L'encdthT72' --- --- --- --- 0.1 SI-4pe=0.Q28,0 P_ 0.08 LI -----1G11_8_min- 0.06C----r------------------------------------GN-¢0.04--I--------r -----------------------------------------------I- 0.02 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Runoff 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment 19S: Pre Dev Basin 1 b Runoff = 27.13 cfs @ 12.03 hrs, Volume= 1.580 af, Depth> 2.96" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 28,182 98 Paved parking, HSG D 92,514 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 157,912 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 278,608 80 Weighted Average 250,426 78 89.88% Pervious Area 28,182 98 10.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 32 0.0940 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 2.9 18 0.0830 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.2 424 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 11.1 814 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 102 Subcatchment 19S: Pre Dev Basin 1 b Hydrograph - --- --- --- --- --- --- --- -------- 30------------------------'i-- ■Runoff 27.13 cfs I-r---r---t---rt---rt---�---�---�----I----I----I----I----I----I----I-- 26 1 ry,pe--2-•!F - - - + - - - + - - - + - - - + - - - + - - - + - - - + - - - - - - + - - - -I - - - -I - - - -I - - - - I - - - - I - - - - I- - - - I - - 24 10rYe1ar Rainfall=5.07" 22 - - Ru doff A4r-6a,275-608- sf - I 20 -- --- --i unoff-Vo(urne=1':5-80-alf - 18 w 16 Runoff Depth>2.96" - 0 14 LL - - - + - - - + - - - L - - - L - - - L - - - 1 - - - 1 - - - 1 - - - J - - - _I --flow Length = 814' 12 _--Y---Y---+---+--- +--- Y--- I --- I --- 7------------I- ■ �1 �,F.1 �'iill' C 10 I I I I I I -- II, --- II,----I----I----I----I----I, 4-76`96 8- - - - - - - - - - - - - - - - - - - - 6---+---+---+--------+- 4 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 103 Summary for Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Runoff = 13.45 cfs @ 12.05 hrs, Volume= 0.811 af, Depth= 2.77" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 0 98 Paved parking, HSG D 27,226 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 125,807 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 153,033 78 Weighted Average 153,033 78 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0800 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.0 408 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 12.8 798 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 104 Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Hydrograph -+---+---+---+---+---+---+--- +---+------------------------------ 15--I'1---Ili---------------------------------- ■Runoff 13.45 cfs 13 - --- --- --- --- --- t --- t --- ------1----1----1----l-hype-0-24_hi* - 1121-----tI ------I ---I---1I---1I---1I---1I ---I ---I IYlIiI I I =8,I 47' _rra t--- t--- t--- t--- t--- t---t--- RuhoAr6c-153-0313-sf'I -- - 10 I I I I I I I I 1 9 --- ---1�unof-Volume'I-841 1-af - ---+---+---+---+---+---+--- ------ ---------------------- v ---------------------------- - Runoff Depth=2.77'� - o 7 F loam- L-dn h=798'- - LL - - - - - - - - - - - - - - - + - - - 1 - - - 1 - - - - - - - - - _I_ - 1 1 1 1 6 - - - - - - - -- -- -- -- T�1g,-8-nf�- - r- r- r- T- T- T- �- �- �- 1- 1- 1- 5 -L- -L- -L- - - -1- -i- -1- -i- -- -- -- 4 - - dhl=1810 --t--- t--- t--- t--- t--- t--- t---t--- t----1----1----1----1----1----I----I-- 3 ---------------------------- 2 + - - - + - - - + - - - + - - - 4 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Runoff = 11.71 cfs @ 11.98 hrs, Volume= 0.600 af, Depth> 3.35" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 21,604 98 Paved parking, HSG D 66,064 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 5,929 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 93,597 84 Weighted Average 71,993 80 76.92% Pervious Area 21,604 98 23.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.0400 1.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.50" 0.2 66 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 129 0.0780 1.95 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 71 0.0420 3.38 2.32 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=0.25' Z= 3.0 7' Top.W=3.50' n= 0.030 Stream, clean & straight 2.9 466 0.0470 2.66 1.08 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=0.25' Z= 10.0 & 3.0 '/' Top.W=3.25' n= 0.030 0.1 90 0.0100 18.15 1,161.29 Pipe Channel, 96.0" x 96.0" Box Area= 64.0 sf Perim= 32.0' r= 2.00' n= 0.013 1.1 294 0.0136 4.49 17.98 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 1.0 7' Top.W=5.00' n= 0.030 6.5 1,191 Total 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 106 Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Hydrograph - --- --- --- --- --- --- --- --------- 13------------------------'I-- Runoff ---+--- +------+---+---+--- --- --- ---- Tj/pe-0-24=hr - 11 ---}---}------+---+---+---4--- 4---,-10rYearRainfafll=5.071-- 10 9---t---t---t---t---t---t---t---t---t-RLinoff-Are&93 N7-sf- ---t---t---t---t---t---t---7---t---kunpff �ol',um'e=o.60110 of - --- t --- t --- t --- t --- t --- t --- t --- t --- t----I----I----I---- I ----I- ... I ----I-- IRunoff Depth>3.35" 3---t--- t--- t--- t--- t--- t--- t--- t ---t- I ---- I ---- I---- I---- I---- I---- I-- ° 6 Flow Lendth�=1 191' LL 5---r--- r--- r--- T--- T--- T --- 7 I -- T A+ �Q�Y'�Lf 4---r--- r--- r--- T--- T--- T--- 7--- 7--- 7---- r ------------Ii�/N =86/9& - 3 2 --T ---T ---T ---T --- T --- T --- 7 --- 7 --- 7----------------------------I-- � I I I I I I I I I I I I I I I 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH Runoff = 5.81 cfs @ 11.96 hrs, Volume= 0.271 af, Depth= 2.86" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (sf) CN Description 0 98 Paved parking, HSG D 27,313 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 22,265 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 49,578 79 Weighted Average 49,578 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 50 0.2400 0.42 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 1.5 127 0.0790 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 Direct Entrv, 5.0 177 Total Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH 10 20 30 40 50 60 70 Hydrograph � � � � � � � � � � ■Runoff Ty'Ipell 24-hrl -- --- I --- 11OrYear-R�ainfaH=5:107"- RLinoff Area^491,578 sf Runpff Vollump=0.27'11 of IRunoft Depth=2.86'1 __-T - - - T - - - T - - - 7 - - - 7 - - - 7 - - - - - , - - - - - - FloW Length=177' CN=t9/0 - - - T - - - T - - - 7 - - - 7 - - - 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 108 Summary for Pond 1 P: Wetland 1 Inflow Area = 16.524 ac, 49.22% Impervious, Inflow Depth > 3.80" for 10-Year event Inflow = 103.36 cfs @ 11.95 hrs, Volume= 5.237 of Outflow = 70.09 cfs @ 12.02 hrs, Volume= 5.208 af, Atten= 32%, Lag= 4.3 min Primary = 70.09 cfs @ 12.02 hrs, Volume= 5.208 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 324.96' @ 12.02 hrs Surf.Area= 45,368 sf Storage= 96,492 cf Plug -Flow detention time= 914.3 min calculated for 5.207 of (99% of inflow) Center -of -Mass det. time= 910.4 min ( 1,693.1 - 782.8 ) Volume Invert Avail.Storage Storage Description #1 322.50' 194,511 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 27,140 0 0 323.00 33,513 15,163 15,163 323.50 39,242 18,189 33,352 323.75 42,394 10,205 43,557 324.00 43,003 10,675 54,231 325.00 45,476 44,240 98,471 326.00 48,006 46,741 145,212 327.00 50,593 49,300 194,511 Device Routina Invert Outlet Devices #1 Primary 319.00' 42.0" Round Culvert L= 69.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 319.00' / 316.00' S= 0.0435 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 322.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.25' 108.0" x 108.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=67.41 cfs @ 12.02 hrs HW=324.94' (Free Discharge) L1=Culvert (Passes 67.41 cfs of 94.79 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.36 cfs @ 7.32 fps) 3=Orifice/Grate (Weir Controls 67.05 cfs @ 2.71 fps) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 109 Pond 1 P: Wetland 1 Hydrograph 11 --- --- --- -------------- --- --- --- ------------ ■ Inflow ■ Primary 103.36 Lfs ------ 11 105 ----------t---t- -------------- ---- --t- ---- --t---t---Ir ----------� - rr ow + + - �+ s� ��- -- '4r�a�'�7r�L�#--- 100 ---------- --- ---+--- -------------- p -4 -4 - -L -- w - -- 90 85 -- -- ---li --i --J---1---1---L---1----'----'---J�-}-L---1---L---Lw-(-�-----I-- = -=-1 -t -t -li --li ---1%prage=96, 92-cl'I-- 70.09 cfs -------- --- --- --- -------------- ------------ --- --- --- ------------ 70 -------'--- w65 60 --------------------------------------------------------------- --------- 3 p LL 50-------�-- , 45 ----------1---1---T---r--- ---------- ------1---r--- --- ----- 40 , ---------------' -------------------------------' ---'----'----'----'-- 25 ---1----1---J---1---1---L---1----'-------J---L---1---L---L-------'-- 20 ---i----i---r---r---t---r---r---r---i---r---r---r---r---r---r---i-- 15 , --------------' -------------------------------' ---'----'----'----'-- 10 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 110 Summary for Pond 2P: Wetland 2 Inflow Area = 13.424 ac, 54.27% Impervious, Inflow Depth > 3.89" for 10-Year event Inflow = 85.35 cfs @ 11.95 hrs, Volume= 4.352 of Outflow = 60.38 cfs @ 12.02 hrs, Volume= 4.330 af, Atten= 29%, Lag= 4.1 min Primary = 60.38 cfs @ 12.02 hrs, Volume= 4.330 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 325.19' @ 12.02 hrs Surf.Area= 35,129 sf Storage= 80,870 cf Plug -Flow detention time= 1,058.3 min calculated for 4.328 of (99% of inflow) Center -of -Mass det. time= 1,056.8 min ( 1,836.9 - 780.1 ) Volume Invert Avail.Storage Storage Description #1 322.50' 147,210 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 19,691 0 0 323.00 24,415 11,027 11,027 323.50 28,685 13,275 24,302 323.75 32,697 7,673 31,974 324.00 33,114 8,226 40,201 325.00 34,799 33,957 74,157 326.00 36,518 35,659 109,816 327.00 38,271 37,395 147,210 Device Routina Invert Outlet Devices #1 Primary 315.50' 36.0" Round Culvert L= 61.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 315.50' / 314.00' S= 0.0246 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 322.50' 2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.50' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=57.92 cfs @ 12.02 hrs HW=325.17' (Free Discharge) L1=Culvert (Passes 57.92 cfs of 97.30 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.26 cfs @ 7.72 fps) 3=Orifice/Grate (Weir Controls 57.66 cfs @ 2.68 fps) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 111 Pond 2P: Wetland 2 Hydrograph ' -------------------y--- 95 85.35 cfsI ------------I--- --- ---rt---+---r I --- I --- t --- r---r---I----I---- I ---- I --- y- --- r--- r--- Ir--- ------------I--- - $5--------------------------T---T-Ir�fioW Arev=1-3.424'Iac;- --- -----------I--- --- ------T---r--- --- ---------------11---,- so '� I I --------------------------T---T---r--Pec,*-EIe3125A I I I I I I I I_ I I 9.I 'l- 75 #O ,1 C 11 60.38 cfs I I I I 1 60 H55 _ -- -- -- -- -- I _ - _ - -- -- -- -- -- -- y50 I I I I I I I I I I I I I I I I 0 45 -------------------------I- - - --------------------------I--- TI- LL 40 ' - - - - - - - - - - - - - - - - - - L - - - L - - - 1 - - - L I I I I - - - L - - - L - - - L - - -I- - - -I- - - -I- - - -I- , 35 -------I-------------------+---L---L---L-----------I-------L- , 30 ------------------J---L---1---1---L---L---L------------------L- 25 ------------------L---L---1---1---L---L---L------------------L- 20---------------I--- --- --- --- --- --- --- ---------------I--- - 15--------------I--- --- --- --- ---1----L------------------I--- - 10 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Inflow ■ Primary 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 112 Summary for Pond 4P: Wetland 4 Inflow Area = 5.568 ac, 39.60% Impervious, Inflow Depth > 3.64" for 10-Year event Inflow = 33.74 cfs @ 11.95 hrs, Volume= 1.688 of Outflow = 17.23 cfs @ 12.05 hrs, Volume= 1.682 af, Atten= 49%, Lag= 6.1 min Primary = 17.23 cfs @ 12.05 hrs, Volume= 1.682 of Routed to Link 4L : Post Combined Basin 4 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 366.85' @ 12.05 hrs Surf.Area= 17,775 sf Storage= 33,987 cf Plug -Flow detention time= 798.4 min calculated for 1.681 of (100% of inflow) Center -of -Mass det. time= 798.1 min ( 1,586.4 - 788.2 ) Volume Invert Avail.Storage Storage Description #1 364.50' 76,524 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 364.50 9,593 0 0 365.00 11,782 5,344 5,344 365.50 13,909 6,423 11,767 365.75 15,761 3,709 15,475 366.00 16,208 3,996 19,471 367.00 18,042 17,125 36,596 368.00 19,946 18,994 55,590 369.00 21,921 20,934 76,524 Device Routina Invert Outlet Devices #1 Primary 361.00' 30.0" Round Culvert L= 51.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 361.00' / 359.00' S= 0.0392 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 364.50' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 365.75' 24.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 366.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.00 cfs @ 12.05 hrs HW=366.85' (Free Discharge) L1=Culvert (Passes 17.00 cfs of 50.69 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.28 fps) 3=Orifice/Grate (Orifice Controls 6.08 cfs @ 4.05 fps) 4=Orifice/G rate (Weir Controls 10.83 cfs @ 1.93 fps) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 113 Pond 4P: Wetland 4 Hydrograph ■ Inflow 33.74 cfS ---- --- --- -- -- -- ---', ---------- --- ■ Primary 36----------------------- ---'1 Inflow Area=,5.66$'',ad- 34 30---------------------- ------------,--P�ea_�C-E',feV=3.66.85' - 36 ------,--- -Storage--33,98T-ef 24 ---il------------------------li ---li ---li ---il---------------I--- i- w 22 -- -- -- -- --1------1---1---L---L---L------------------ - w-----------------------il--- --- --- ------------------------ 3 17.23 cfs '---1----1----1----1---1------1---1---L---L---L------------------�- a_ 16 14----------------------------------------------------�- 12------------------------1---1---1---L---L-----------------�- 10 8----------------------------------------------------�- 6 4 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 114 Summary for Pond 5P: Wetland 5 Inflow Area = 14.841 ac, 49.00% Impervious, Inflow Depth > 3.80" for 10-Year event Inflow = 92.77 cfs @ 11.95 hrs, Volume= 4.699 of Outflow = 68.84 cfs @ 12.02 hrs, Volume= 4.683 af, Atten= 26%, Lag= 3.8 min Primary = 68.84 cfs @ 12.02 hrs, Volume= 4.683 of Routed to Link 5L : Post Combined Basin 5 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 327.98' @ 12.02 hrs Surf.Area= 39,627 sf Storage= 82,910 cf Plug -Flow detention time= 821.5 min calculated for 4.682 of (100% of inflow) Center -of -Mass det. time= 818.9 min ( 1,601.8 - 782.9 ) Volume Invert Avail.Storage Storage Description #1 325.50' 169,046 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 325.50 21,711 0 0 326.00 27,889 12,400 12,400 326.50 33,290 15,295 27,695 326.75 36,057 8,668 36,363 327.00 36,775 9,104 45,467 328.00 39,685 38,230 83,697 329.00 42,658 41,172 124,869 330.00 45,696 44,177 169,046 Device Routina Invert Outlet Devices #1 Primary 314.00' 42.0" Round Culvert L= 78.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 314.00' / 312.00' S= 0.0256 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 325.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 327.33' 120.0" x 120.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=66.32 cfs @ 12.02 hrs HW=327.96' (Free Discharge) L1=Culvert (Passes 66.32 cfs of 161.90 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.36 cfs @ 7.36 fps) 3=Orifice/Grate (Weir Controls 65.96 cfs @ 2.60 fps) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 115 '=•Tit'. M Mvivfm FTT W Hydrograph ■Inflow 100 92.77 cfS -------+---+---T--- ------T--- T --- --- -- -- ■ Primary ----------T---T---T---T-------r - r - --_----i-- 90 95-------------- --- --- --------�'4�,�TrEa�'�r$T�'-- 85--------------------+---r--------------PBQA-QEv-327,81-- 80--------+---+---+---r-----------i---+ -+- -+- + 68.84 cfs-----I--- T---T---r-- --------r��Cf-- fu 65 m60---------- --- ------r-------------- --- ------r------------ 55 , -r---r- -t- -r- -r- -r--i---r- -r- -r- -r- -r- -r- -i-- 3 50 0 F45----------- --- -------------------- --- --- ----------�-- 40 35----------+------+---+-----------i--- --- ------+----------i-- , , 30 ----------r---r---t---r--------------r---r---r---r---r---r---i-- 25 20--------�--- --- -------------------- --- --- ---�-------�-- , 15----1---J---1---L---L--------------------1---L---+-------�-- 10 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 116 Summary for Link 1 L: Post Combined Basin 1 Inflow Area = 54.042 ac, 32.76% Impervious, Inflow Depth > 3.18" for 10-Year event Inflow = 175.40 cfs @ 12.02 hrs, Volume= 14.315 of Primary = 175.40 cfs @ 12.02 hrs, Volume= 14.315 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 1 L: Post Combined Basin 1 Hydrograph 175.40 ,' ---I--- cfs--------; ---------- r--- --- --- Y --- r---T ---T---T- T --- --- --------II----------- r--- r---------]-nf[ I ----- ---� Q --- �e/ r Ta= 170 -------------------------------------------------------------- 160 150 140 ---'----'---------L---L---L---'----------------L---L---L---'- 130 ,' ---1----1---J---1---L---L--- ---'-------L---L---L---L---L---I----'- 120 14 110 u 100 0 90 LL ,' 80 L---7---+---r------7---r---L I I I I I 70 I I L___�___+__ I I I I I I I I I I I 60 50 ---------------------------------- 40 -- --J---1---1---L---1----'-------J---L---1---L---L-------'- 30 --- ---- --- ---+---L-------------- --- ------L----------- 20 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ❑ Inflow ❑ Primary 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 117 Summary for Link 4L: Post Combined Basin 4 Inflow Area = 6.871 ac, 32.10% Impervious, Inflow Depth = 3.50" for 10-Year event Inflow = 20.76 cfs @ 12.03 hrs, Volume= 2.002 of Primary = 20.76 cfs @ 12.03 hrs, Volume= 2.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 4L: Post Combined Basin 4 Hydrograph -L---1----1---- I ---- 1---J---L---1---1- -L---L---L------------------L- -�-------�----�---�---�---,---7---r---r---r---�r---��----��----��---�---�- FrInflow ---'----'----------------------------'�- ❑ Primary 20.76 cfs-----------------------'� ------------------ --- --- ---; =I f[owu= ►� a===6.871=',ac= 20 ---'----'----'-------J---1---1---1---L---L --- L--------------L--- - I 18 ---'----'----'----'----'----'----'---'----'----'----'----'----'----'----'----'- 16 --------------------------- - ---------------------------�I--- w13 --------------------------------------------------------------- `—' 12 ---------------I-- 3 11 �, o ------------------ I I I I --- --- --- ---- -------- ;---------------�---I- I I I I i 10 ---1----1----1----1---J---1---1---1---L---L---+---------------'--- - 9 ---r--------------r---r---r---r---r---r---r---r--------------r- 8 ---'----'----'----'----'----'----'---'----'----'----'----'----'----'----'----'- 7 ----------------- --- --- --- --- --- --------------------- - 6 I I I I I I I I I I I I I I I I 5 --1----1----1----1---1--- ---1---1---L---L---L---------------'--- - 4 1---r---r---r---r---r---I----I----I---r- 3 ------------------------------------------------------------- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 118 Summary for Link 5L: Post Combined Basin 5 Inflow Area = 31.231 ac, 28.17% Impervious, Inflow Depth > 3.35" for 10-Year event Inflow = 108.54 cfs @ 12.04 hrs, Volume= 8.712 of Primary = 108.54 cfs @ 12.04 hrs, Volume= 8.712 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 5L: Post Combined Basin 5 Hydrograph -L---1----1---J---1---1---L-------'- -�---------- ---r---r---r---r-------------,---r---r---r---r---��-- ----J---L---L---L---L--- ----'-- ❑ Inflow ---1---J --- 1--- L--- L--- --------'---J ---L---L--- L--- L-------'-- ❑Primary 108.54 cfs--------- --- ---t--- -------�--��1 flo 4-t rich—�'�_�31 aO-- 105 � ---i----i-- -r-- -r- --t---r ---r---r---i---r---r---r---r---r---r---i-- 100 ----- -------- --- ---- ------------------------------------------- 95 ----------+---+---+---r--------------+---+---+---r---+-------i-- 90 --------------?--- -----------1------- ------?---------------1 75 ----------+---+---+---+--------------+---+---+---+---+--------- u 65 ---'----'---L---L---L---L---'----'-------L---L---L---L---L-------'-- 3 60 �� ----------T---T- -- T- --r----------- - --�-- ----------- r--- r--- 0 55 ---1----1---J---1---L---L---'----'-------L---L---L---L---L-------'-- LL 50 ----------T---T---T---r---T----------T---T---T---r---T---T----- 45 ---'----'---L---L---L---L---'----'----'---L---L---L---L---L---'----'-- 40 ---r------r---T---T---r---r---r------T---T---T---r---r---r---i-- 35 ---------------' -------------------------------' ---'----'----'----'-- 15 -------;--- --- --------------------- --------------�� ---�-- 10 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 119 Summary for Link 20L: Pre Combined Basin 1 Inflow Area = 36.473 ac, 6.70% Impervious, Inflow Depth > 2.01" for 10-Year event Inflow = 58.30 cfs @ 12.12 hrs, Volume= 6.116 of Primary = 58.30 cfs @ 12.12 hrs, Volume= 6.116 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 20L: Pre Combined Basin 1 Hydrograph ' -+---+---+--+---+---+---+---+---+- +---+---+---+--------------+- ❑ Inflow 6s ----------------------7---+---r---r---r----------------�- ❑ Primary cfs 58.30 -'----'----'----I f owl Are 73Iad- so----------------------;---;----------------------------------;- 45' ------------------J------1---1---L------L---------------I--- - I I I I I I I I I I I I I I I I 40 ---------------I--- --- ------+---+--- --- ---------------I--- - N o30 --------------I--- ---7---7---r---r---r---Ir------------------,- LL I I I I I I I I I I I I I I I I 25 -----------------------------+---+---, ---, ---I----I----I----I----I- 20 ------------------I--- --- --- --- --- -------------------I--- - I I I I I I I I I I I I I I I I 15 -------------------------------------------------------------I- 10 --1----1----1----1---J---1---1---1---L---L--- L---------------I--- - 5 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 120 Summary for Subcatchment 1S: Pre Dev Basin 1a Runoff = 96.55 cfs @ 12.21 hrs, Volume= 8.853 af, Depth> 3.53" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 78,249 98 Paved parking, HSG D 202,303 80 >75% Grass cover, Good, HSG D 138,183 61 >75% Grass cover, Good, HSG B 236,687 77 Woods, Good, HSG D 654,749 55 Woods, Good, HSG B 1,310,171 66 Weighted Average 1,231,922 64 94.03% Pervious Area 78,249 98 5.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 3.0 1,693 0.0285 9.34 280.34 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 26.8 3,084 Total 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 121 Subcatchment 1S: Pre Dev Basin 1a Hydrograph -r---r---r---r---r---r---r---r---r---r---r---r---t---r---r---r---t- � �---r---r---�r---r---r---r---r---r---r---r---r---r---r---r---r- ■Runoff 96.55 cfs ------------------------------------------------------------- 95-L--- L--- L--- L--- L--- L--- L--- L--- L--- L--- L-- Ty M" 11 24—r- 90 - --- --- --- --- --- --- --- --- aIl-Yearaaf1-7.41�- , 85 -r---r---r---Ir---r---r---r---r---r 80 '-- -3-1---0-,1-7- ---s--f 75 -unoff rea=C 70 -- - , L---r---L---L---r---r---L---L---Rur�tiWVoturrte=8-853-af - 65 - --- --- --- --- ---- - -L - -- --- --- --- --- --- --- --- --- - w 60--r---r---r---r---r---r---r---r---r---rRLmGff-Depth>L 53! 55 50IQuv��gtk=3,$84 - a 45 L--- L--- L--- L--- L--- L--- L--- L--- L---L---L ---L L- L- -L- 40 -' --- --- ---' --- --- --- --- --- --- ---1- 1 Tr, MIR_ 35 --r---r---r---r---r---r---r---r---r---r---r---r---r CN =V4/98 , 30 --Ir ---Ir ---Ir ---Ir ---Ir ---Ir ---Ir ---, ---Ir ---Ir ---, ---, ---Ir ---i ---i ---i - 25 ------ ---------- --- --- --- --- --- --- --- --- --- --- --- - 20 --L---L---L---L---L---L---L---L---L---L---L---L---L---L---L---L - , 15 --r---r---r---r---r---r---r---+---r---r---+---+---r---r---+---+- 10-r---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 122 Summary for Subcatchment 2S: Pre Dev Basin 2 Runoff = 10.36 cfs @ 12.17 hrs, Volume= 0.880 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 192.483 55 Woods. Good. HSG B 192,483 55 Weighted Average 192,483 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.5 789 0.0630 1.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.3 839 Total Subcatchment 2S: Pre Dev Basin 2 Hydrograph - r---r---r--- r--- r--- T--- T---T- - -T - --7----------------------------'-- ■Runoff 10.36 cfs 10 - ---,I --- --- --- --- --- --- --- ----------------Type--��=hr_ - 'f0�'�Ye'ar Rairtifa1f=T�41'�- -- --- --- --- --- --- --- --- ---Runoff Arch=132AM sf- -- --- --- --- --- ------8--- ----RVU- ol'um'e=--881 a-- 7 1 1 l w-- - -- --- - - - - `—' 6 Runoff =Z.3911 3--I--- I --- I M --- I --- --- --- --- --- ---- -frow Lngh=39r- 5 --L---L---L---1---1---1---1---1---J----1---- T-'=2� 3-rl-n - 4 - -t--- t--- t--- t- - -T - -- T - -- ---C 3- - 3 --t--- t--- t--- t--- t--- t--- t---t---t----------------------------i-- 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 123 Summary for Subcatchment 3S: Pre Dev Basin 3 Runoff = 23.82 cfs @ 12.21 hrs, Volume= 2.218 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 485.421 55 Woods. Good. HSG B 485,421 55 Weighted Average 485,421 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 50 0.0140 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 12.1 947 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 25.7 997 Total Subcatchment 3S: Pre Dev Basin 3 Hydrograph - r --- r --- r - -- r - -- r - -- T - -- T --- T - -- T --- T----------------------------I- � � - ■Runoff 23.82 cfs------------------------'I--- 24— ------------------ --- --- --------------------TYI24-hr-- 22 -- ---- --- --- --- 40&-Year Rai rda El 7.41 20 '-- -- --- --- --- --- --- --- --- RuitoffArda='485-42'11-sf- 18 1 -- --- --- --- --- --- --- --- 1tunoff-Votum'e= .2' 1 al- 16 1 1 N___L---L---L---1---1---L---L---L---L----I----I------I--- - I ----I - w 'Runoff pth=2.39" �. 14 1 1 1 1 1 1 1 1 1 1 3 --L---L---L---1---1---L---L---L---J----I----I----I----I----I----I----I-- LL 12 ' - Flow Leng- th=997' - - - + - - - + - - - 4 - - - - - - - - - -1- 1- - - -1- - - -I- - --}---}------+---+---+--- --- ---- --- Tq=26.7-�ni' 8 '1 '1 '1 '1 '1 '1 '1 '1 '1 '1 '1 '1 '1 �yy n ---r---r---r---t---t---t---r---r---t----1----1----1----1--�'iN�i/S�V-- 6 --r---r---r---r---T---T---T---T---r----1----1---------- --1----1----r- 4 2 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 124 Summary for Subcatchment 4S: Pre Dev Basin 4 Runoff = 51.40 cfs @ 12.12 hrs, Volume= 3.786 af, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 273,670 77 Woods, Good, HSG D 287.068 55 Woods. Good. HSG B 560,738 66 Weighted Average 560,738 66 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 10.2 795 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 19.1 845 Total Subcatchment 4S: Pre Dev Basin 4 Hydrograph -------------------?---'- ■ Runoff 51.40 cfs /� h - --r---r---r--- r--- t--- t--- t--- t---t------------ -zv 50lne �I 2�-�r I 1 M 45 100'rYe'ar Rainfall=7.41'' 40 Ruhoff Arda='56a,73;8 sf 35- -- -- --- --- --- --- --- lqunoffVol'�um'e=$.78'16 af - 30 Runoff Depth=3.53'_- 3--'I---'I---'I---'I--- --- --- --- ----FF16wUngth=84 '- 0 M, 2s --L---L---L---1---1---1---1---1---J----1----�----�-T�=1�:1 �Tlil� 20 46/0 15 --r---r---r--- t--- t--- t--- t---t---t----------------------------i-- 10 --L---L---L---1---1---1---1---1---J----1------------------------'-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 125 Summary for Subcatchment 5S: Pre Dev Basin 5 Runoff = 111.96 cfs @ 12.24 hrs, Volume= 10.862 af, Depth> 4.72" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 50,578 98 Paved parking, HSG D 137,287 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 955,297 77 Woods, Good, HSG D 59.481 55 Woods. Good. HSG B 1,202,643 77 Weighted Average 1,152,065 76 95.79% Pervious Area 50,578 98 4.21 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0250 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 3.5 384 0.1330 1.82 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 30.1 2,346 Total 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 126 Subcatchment 5S: Pre Dev Basin 5 Hydrograph 125 111.96 -r---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r- -'--------' cfs ---' --- ---' r ---' ---' ---' ---' r ---' -r---L ---' ---' ---' ---' ---' ---' ---' - ---L---r--- ---L - -L ---r- ■ Runoff 110 - --- --- --- --- --- --- --- --- --- --- --- -7 M" 7� 24-hr- 105 100 -,----,-------------------------------/�- -L---L---L---L--- ---L---L---L__-L1a0-Yec --- --- - - - - -----,---- - kajnfaH=7;A1� _ 95 90 - - --- r- L---L--- --r - -- L--- ---r---r---r---r-------r---r---r---r---r--r---r- L--- L--- L---L --- L-Runoff Area=I$20-2,643s1 85 80 --r---r---r---r---r---r---r---r---r---r---r---r---r---r--r---r- ---'------------'-------------------Ru"ffVohim6=lfl$62- f- 75 70 -+---+---+---+---+---+---+---+---+---+---+---+---+---+---+---+- ---'---- --- ---'---- --- --- --- --- ----RunofFDepth4:�2"- 65 0 60 --L---L---L---L---L---L---L--- --------------------------------------'Lft --- --- --- --- --- w �_- th''=2-6- 55 50 45 --r---r---r---r---r---r---r---r -- L - - - L-- - L- -- L- -- L---L--- L- -- -�'--- - -- r-- -r - - -r r gq -- L--- L--- L ---L--J�Y7-MI�- 40 35 --L---L_--L---L---L---L---L---L---L---L__-L---L---L1�-61A�7 - IL _ 30 25 --r---r---r---r---r---r---r---r---r---r---r---+---r---r---r---+- --'- --- --- ---'- --- --- --- --- --- --- --- --- --- --- --- --- - 20 15 --+---+---r---+---+---+---r---+---+---r---+---+---+---r---+---+- --------------------------------------------------------------',-- 10 -L---L---L---L---L---L---L---L---L---L---L---+---L---L---L---+- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 127 Summary for Subcatchment 6S: Pre Dev Basin 6 Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.046 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 10.062 55 Woods. Good. HSG B 10,062 55 Weighted Average 10,062 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 6S: Pre Dev Basin 6 Hydrograph o. 0.71 cfs �/ 0.7 - Type ll-2 1hr 0.65 ------- ------------ --------------- -10arYear- Rai nfaH=7�41'"- 0.6 I I I I I I 0.55 -- -- -- -- -- --- Rub-o- f-All=ea=TO';062-sf os ff_Vol -6.0 H 0.45 --- Run Depth=2.39" 3 0.4 ,° 0.35 -- -,, - - -,, - - -,, ---,, ---,,---,----,----,,---,----Floiw Len!qfhT72'- -r-----------r-------------------------------------- 0.3 --------------------------------------------Slgpe,=10_p28a vt 0.25 ---r-----------r--------------------------------TC 1�--8-mln- 0.2 0.15 CN=55/0 - -- -- -- -- --- 0.0s 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Runoff 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 128 Summary for Subcatchment 7S: Post Dev Basin 1 SCM Runoff = 160.84 cfs @ 11.95 hrs, Volume= 8.220 af, Depth> 5.97" Routed to Pond 1 P : Wetland 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 354,276 98 Paved parking, HSG D 365,528 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 719,804 89 Weighted Average 365,528 80 50.78% Pervious Area 354,276 98 49.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Post Dev Basin 1 SCM Hydrograph 180 -r---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r- ■Runoff 160.84 cfs---L---L--- --- --- --- --- --- --- --- --- --- --- --- --- - 160___L--- L--- L--- 'L--- L--- L--- L--- L--- L--- L--- L--- LType- 1124-hrl - 150 140 'I 0O�,r�Ye /r.l,��ain'fAall1=-7.41 - 120 110 r---r---r---r---r---r---r- +--RunoffYolpm�i $-220 af- 100 ---L---L---L---L---L---L---L---L- --L---i hi\ Ci �- Runoff Depth>&977 3 90 r r ___r ___r___r ___r ___r ___ r ___r r - - -r - - - I - LL 80 - -- -- -- -- -- -- -- - -- ----- -Tc=5.0-Mirt70 60 --- 60 --r---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r- 50 ---r---r---r---r---r---r---r---+---r---r---+---+---r---r---+---+- 40L --L---3020 ------------------------------------------------------- in 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 129 Summary for Subcatchment 8S: Post Dev Basin 1 b SCM Runoff = 131.94 cfs @ 11.95 hrs, Volume= 6.781 af, Depth> 6.06" Routed to Pond 2P : Wetland 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 317,324 98 Paved parking, HSG D 267,418 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 584,742 90 Weighted Average 267,418 80 45.73% Pervious Area 317,324 98 54.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 8S: Post Dev Basin 1 b SCM Hydrograph -'r---'r---r---r---'r---r---r---r---r---r---r---r---r---r---r---r---r- ■Runoff 131.94 cfs 130 Type_I 24-h r 120 1 �1 --- ------r---r---r---r---r---r---100rY-e r-Rainfall=74a-+- 110 100 -I ---�,I ---�,I ---I ---�,I ---�,I ---�,I ---�,I---fthoff'-Arda-6-8 742sf- 90 ------r--- --- ------r---r--I unOff Vohp-Ill =6.78� af - 80 �R - - Runoff Dopfh>6,06- 0 70 ^ i—y-r---r---r---r---r---r---r---r---r---r---r---+--Tti=5-A--tnirt- 50 ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I --- GO-$( 98 40 ---r--- r--- r--- r--- r--- r--- r--- r--- r--- r--- r--- r--- r--- r--- r--- r- 30 10 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 130 Summary for Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Runoff = 62.63 cfs @ 12.21 hrs, Volume= 5.732 af, Depth> 3.98" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 77,917 98 Paved parking, HSG D 209,081 80 >75% Grass cover, Good, HSG D 142,947 61 >75% Grass cover, Good, HSG B 80,871 77 Woods, Good, HSG D 242,481 55 Woods, Good, HSG B 753,297 70 Weighted Average 675,380 67 89.66% Pervious Area 77,917 98 10.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 50 0.0300 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 11.0 779 0.0560 1.18 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.4 133 0.0530 1.61 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.4 429 0.0280 5.04 15.12 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 7' Top.W=6.00' n= 0.030 Stream, clean & straight 2.2 1,308 0.0330 10.06 301.66 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 Stream, clean & straight 0.1 102 0.0190 25.01 1,257.21 Pipe Channel, 96.0" Round Area= 50.3 sf Perim= 25.1' r= 2.00' n= 0.013 Concrete pipe, bends & connections 0.7 282 0.0140 6.55 196.48 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=2.00' Z= 5.0 7' Top.W=25.00' n= 0.030 26.8 3,083 Total 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 131 Subcatchment 9S: Post Dev Basin 1a Bypass - SOUTH Hydrograph - r---r---r--- r--- r--- t---t --- t---t----------------------------i-- 70 �---,----,---- ---- --- --- -------�----�----�----�----�----�----�----�-- ■Runoff 62.63 cfs 60 ry,pe--24=�11* - 55 1 MrYe'ar Rainfall=7.41'' --+---+---+---+---+---+--- --- ---+------------------------------ 50 - - - - - - - - -Ru hoff Arda=763297 sf - 45------------------ --- --- --- --Ahlnoff-VoI�, tme=$.73Zaf - 40 _ -- -- -- -- -- -- -- -----RLmuf#-DeptFr�3.J8' LL 30--+---+---+---+---+---+---+---+---+----'F1dw C�en0t11",3,083F - -T---T---T--- T--- T--- T---T - -- 2s ----------------------------------------------------------------- 1s 10 --r---r---r---+---t---t---t---t---t----------------------------i-- 5 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 132 Summary for Subcatchment 10S: Post Dev Basin 2 Runoff = 0.93 cfs @ 11.96 hrs, Volume= 0.043 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 7,476 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods. Good. HSG B 7,476 61 Weighted Average 7,476 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 10S: Post Dev Basin 2 -L---L---L---L -- .93 0cfs N I I I LL 10 20 30 40 50 60 70 Hydrograph ' ' ' ' ' ' ' ' ' ' ❑Runoff Ty'Ipe 11 24-hrl 1100.Year Rainfall=7.141'" Runoff Area=71,47E sf Flu npff Vo I'lu m;e=0.04$ a( IRu noff Depth=3:00"I Tc=5. 0 M i n 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 133 Summary for Subcatchment 12S: Post Dev Basin 3 Bypass Runoff = 1.38 cfs @ 11.96 hrs, Volume= 0.064 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 11,093 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods. Good. HSG B 11,093 61 Weighted Average 11,093 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 12S: Post Dev Basin 3 Bypass Hydrograph ' ' ' ' ' ' ' ' ' ' ' ❑Runoff Ty' Ipell 24-hrl 1100-Year Rainfall=7.141'" -- RUnoff - va^1_ ''Ir093_sf_ Runpff Vol'lumie=0.06r,4 a( IRu noff Depth=3:00'" Tc=5. 0 M i n 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 134 Summary for Subcatchment 13S: Post Dev Basin 4 SCM Runoff = 53.19 cfs @ 11.95 hrs, Volume= 2.689 af, Depth> 5.79" Routed to Pond 4P : Wetland 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 96,061 98 Paved parking, HSG D 146,491 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 242,552 87 Weighted Average 146,491 80 60.40% Pervious Area 96,061 98 39.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 13S: Post Dev Basin 4 SCM Hydrograph r---r---T---T---T---7--- 53.19CfS -- ------------------------I-- ■R��off ---+---+------+---+---+--- --- --- ---- jype-0-24=hr-- 50 -- --- 1 --- 1 --- 1 --- ------- 19o'rYe'af- Rairrfaf'r7.41" - 45 I I I I I I I 1 -------------------=-- --- ------Ru6off A-rda-242-552-sf 40 ___r---r---r---r---t---Y---Y - ---T-- ■�Mnpff IIO(Um ./„��A(Ie= VVI9- 35 ---+---+------+---+---+--- - -- -------''Rtmoff Dept"_5.79'� - 3 30 y LL ---'i ---'i ---'i ---'i --- --- --- -------------------'i--- li�i�fd-- 25 d 20— ---r---r---r---r---r---r---r---r---r----i----i----i----i----i-------- r- 15 10 5 Time (hours) A 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 135 Summary for Subcatchment 14S: Post Dev Basin 4 Bypass Runoff = 11.48 cfs @ 11.95 hrs, Volume= 0.551 af, Depth= 5.07" Routed to Link 4L : Post Combined Basin 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 0 98 Paved parking, HSG D 56,733 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 56,733 80 Weighted Average 56,733 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Post Dev Basin 4 Bypass Hydrograph ' ---'� ---'� ---'� ---'-� ----'� - ----'� -----'----'----'----'----'----'----'-- ■Runoff 11.48 cfs 11 rYlpe_ _Z_h-r - 10 100'rYelar Rainfa11=T.41'I'_- 9 Runoff A'�rea^56j33 sf ----------------------------------------------- Runoff Vo I''lu m'le=0.5$1 o f Runoff De th=5y07" 6 LL-- - - - - - - - -- -- -- -- --��= ---------------- --- --- --- -------------------------C''1 0/0- 4- I I I I I I I I I I I I I I I I 3 ---------------T---i- I I I I I I I I I I I I I I I I 2 1 I I I I I I I I I I I I I I 10 20 30 40 50 60 70 80 90 160 110 120 130 140 1k 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 136 Summary for Subcatchment 15S: Post Dev Basin 5 SCM Runoff = 144.40 cfs @ 11.95 hrs, Volume= 7.378 af, Depth> 5.97" Routed to Pond 5P : Wetland 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 316,785 98 Paved parking, HSG D 329,676 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 646,461 89 Weighted Average 329,676 80 51.00% Pervious Area 316,785 98 49.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 15S: Post Dev Basin 5 SCM Hydrograph ----- ------------------------------------------------------- 160-:(�, 144.40 cfS ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I ---,I - ■Runoff 140 --- --- --- --- --- ---} -- --- ---} - Ty�; _e_11 24-hr 130 - --1 --r --i --r --r -- ----100rY-e r-Ralnfa1[-7 .4i", - r- r- r- r- r- r- r- r- 120---L---L---L---L---L---L---L---L-- L - 110 - ft rtoff Ards=!�46,46'1- of - 100 -Run' Off Vo1pmp--137$ of - ---------------------r------ N 90 a7"; --- --- --- --- --- --- --- --- --- Runoft Depth>5 3 80 I I I �1 I �.�1 o � 70 - --r---i------r ---i ---i ---i ---i ---i ---i ---i ---i -- li\i=5.oi11 60 -- -- -- -- -- -- -- -- -- -- -- --- r ---, GR-90L98- 50 40 30 ---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r---r- 20--L---L--L---L--L---L--L---L---L---L--L---L---L---L--L---L- 10 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 137 Summary for Subcatchment 16S: Post Dev Basin 5 Bypass Runoff = 88.54 cfs @ 12.13 hrs, Volume= 6.885 af, Depth> 5.04" Routed to Link 5L : Post Combined Basin 5 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 66,461 98 Paved parking, HSG D 187,948 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 459,550 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 713,959 80 Weighted Average 647,498 78 90.69% Pervious Area 66,461 98 9.31 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.7 50 0.2000 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 4.1 448 0.0690 1.84 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.0 316 0.0440 1.05 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 6.7 1,148 0.0070 2.86 20.03 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= 5.0 7' Top.W=12.00' n= 0.030 Stream, clean & straight 20.5 1,962 Total 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 138 Subcatchment 16S: Post Dev Basin 5 Bypass Hydrograph I - - - I - - - - - - - - - - - - +I - - - +I - -- -- ----------------------------------- - � ■Runoff 88.54 cfs ---- --- --- -------'------------------------'�----'- Uu- 85---L---L---L---1---1---1---1---J---J-------------TY'e--l"F=� - 80 -L -- -- --- --- --- --- ----F9o'rYe'af--Rainfa[ ---7A1" - 75 -- --- --- --- --- --- --- ---------I----I----I----I----I----I----,-- 70 --- --- ------+---+--- --- --- Rur offAjba=7'-3-959 Sf - w 66+ I I I I -I I I 1 u- ---- - - - - -- - np :"Iume=_,--- 55----+---+---+---- - ------- �Rtmoff Depth>.5.04" - 50 - 2 45 '--r---r---t--- t---t---t---------------- Fibw-Le"tf1-,962'LL -- 40--+---+---+---+---+---+---+---+---+---+--------i- -m-n+- 35--r---r---r---+---+---+---rt-------y----li----li----li- -1 ---r"/�Q�'-T-- 30--r---r---r---r---rt---7---7------7----1i----li----li----li �*9 25 20 --- --- - 15 10 T 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 139 Summary for Subcatchment 17S: Post Dev Basin 6 Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.042 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Descri 0 98 Paved parking, HSG D 0 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 0 77 Woods, Good, HSG D 9.092 55 Woods. Good. HSG B 9,092 55 Weighted Average 9,092 55 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 72 0.0280 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" Subcatchment 17S: Post Dev Basin 6 Hydrograph 0 I I I I I I I I I I I I I I I I 0.64 cfs -- -- -- -- ---;-------;--- ---------------------------I- o. Type l] 24-Mr 0.6 I I I I I 0.55 ---I--- r-- 1-09.rYear Rai nfal1=7a411"- 0.5 R'undffAre6=9'I,092 sf 0.45 Ru npff _`VOI"MQ=6.04�_a u 0.4 uxofD --epth=2.397- LL0.35 I I0 ----ienh=�72- ----MoW 0.3 ------------------------------------------ -S_1_pe;=O.-�28a Ir- 0.25 02 TG=1 .8 min 0.15 GN - 155L0_ 0.1 --r---I----I----r---I----I----I----I----I----I----I----I----I----I----I----I- 0.05 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ■ Runoff 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 140 Summary for Subcatchment 19S: Pre Dev Basin 1 b Runoff = 45.75 cfs @ 12.03 hrs, Volume= 2.695 af, Depth> 5.06" Routed to Link 20L : Pre Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 28,182 98 Paved parking, HSG D 92,514 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 157,912 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 278,608 80 Weighted Average 250,426 78 89.88% Pervious Area 28,182 98 10.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 32 0.0940 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 2.9 18 0.0830 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.2 424 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 11.1 814 Total 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 141 Subcatchment 19S: Pre Dev Basin 1 b Hydrograph ---L---L---1---L---1---1---L---J----------------------------'-- - T- -- T- -- T-- - T-- - T---T - -- --- ------------------------- ---I-- ■Runoff 45.75 cfs -- 44 --- T---T--- T- -- T-- - T-- -t ---T --- ---T---------- ---TyIpe -'!k�hY-- 42 40 , / ---L---L---L---!---!---!---!---!------ ---r---r---r---T---T---7 ------------ -'- IM-Yaa�- Raartfa[�7�41-1-- 36 - - - L - - ---r---r---r---T - L - - - L - - - L - - --- - L - - t--- - 1 - t---t--------RurtoffArt'ia - - i - - --/- - -y- - - - - - - - - - - - - - -�'- - 278-6608-sf - 32 ---T---T---T---t---t---t---t---t-- 1\Wnpf- otumIe= .V-9IV 0- 28 ---r---r---r---+---+---+---+---+---+----RunuffDepth->5.O6'�_ 1 26 0 24 22 _ ---+---+---+---+---+---+---+---+---+------F1FF _ _ _ _ _ _ _ _ r oi-46n =814-- 20 18 + ------------------------------------------------- + +---+---+ + + + + q-7�-' 16 14 --+---+---+---+---+---+---+---+---+--------------- - ----jC-N=74t96_- 12 --+---+---+---+---+---+---+---+---+------------------------------ 8 --+---+---+---+---+---+---+---+---+------------------------------ 4 --L---L---L--- --- --- --- --- --- ----------------------------'-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 142 Summary for Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Runoff = 23.23 cfs @ 12.04 hrs, Volume= 1.419 af, Depth= 4.85" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 0 98 Paved parking, HSG D 27,226 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 125,807 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 153,033 78 Weighted Average 153,033 78 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 50 0.0800 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 5.0 408 0.0750 1.37 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 340 0.0270 5.42 65.01 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=1.00' Z= MOT Top.W=22.00' n= 0.030 Stream, clean & straight 12.8 798 Total 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 143 Subcatchment 21S: Post Dev Basin 1b Bypass - NORTH Hydrograph 26 23.23CfS -r--- -L---L---L---L---1---1---1---1 r--- r-- [---r---r---T---T---T---�---�---r----�----�----�----�----�----�----�-- ------------------------------------------------------- -r---T---T---T--- ---T------------------------------ -1---J----1------------------------'-- ------- ■Runoff 22 j 21 20 � - - --- ---L---L---L---1---1---1---1---1---1 r--- r- -- r- -- T-- - T- - -T - -- - -----IMYear Rainfa11=T,41`t= 19 18 ---L---L---L---1---1---1---1---1---i�u -- 'FII�IF'3-\Ia�'1d�a1-- 17 16 ---T---T--- ---L---L---L---1---1---1---1---1--ii_U T- -- T-- - T-- - T ---T- - -T- --- - ----- ---I- - :'"1'ue=1'-a - 1. N 15 u 14 j 13 ---r---r---r---r---T---7---7---7---1----I----I----I----I----I----I----I-- ---L---L---L ---r---r---r---r---T---T---7---�---T----I----I----I- --- 1--- 1--- 1 --- 1--- 1--- J---- 1Runuff DL}K=4,8S"__ 3 012 FL , 11 ---L---L---L---1---1---1---1---1---J----1--ffowL�rrgth=fi98`T r---r---r --- r--- T--- T ---T --- ---T------------I- I I----I----I-- -I 10 --L---L---1---1---1---1---1---1---1-------------��1T;�.�.�.: 8 --r---r---r---T---T---T--- --- --- ----------------'- - -- 6 --r---r---r---T---+---+--- r---r---r---r---T---T---T---�---T----I-- --- --- ----------------------------'-- I-- I-- I-- I- I- r 4 3 --L---L---L---1---1---1---1---1---J----1------------------------'-- -- r--- r- -- r- -- r-- - T-- - T ---- I -- - - I -- - - I -- - - I -- - - I -- - - I -- 2 --r---r---r---T---T---T--- - - - - - ------------------------------'-- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 144 Summary for Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Runoff = 18.72 cfs @ 11.97 hrs, Volume= 0.984 af, Depth> 5.49" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 21,604 98 Paved parking, HSG D 66,064 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 5,929 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 93,597 84 Weighted Average 71,993 80 76.92% Pervious Area 21,604 98 23.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.0400 1.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.50" 0.2 66 0.0610 5.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 129 0.0780 1.95 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.4 71 0.0420 3.38 2.32 Trap/Vee/Rect Channel Flow, Bot.W=2.00' D=0.25' Z= 3.0 7' Top.W=3.50' n= 0.030 Stream, clean & straight 2.9 466 0.0470 2.66 1.08 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=0.25' Z= 10.0 & 3.0 '/' Top.W=3.25' n= 0.030 0.1 90 0.0100 18.15 1,161.29 Pipe Channel, 96.0" x 96.0" Box Area= 64.0 sf Perim= 32.0' r= 2.00' n= 0.013 1.1 294 0.0136 4.49 17.98 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=1.00' Z= 1.0 7' Top.W=5.00' n= 0.030 6.5 1,191 Total 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 145 Subcatchment 25S: Post Dev Basin 1 b Bypass - SOUTH Hydrograph � ■Runoff 18.72 cfs--------------- --- --- --- 17---+---+---+---+---+---+---+---+- Mr fa F 7. i�- 16 --- -- -- -- -- -- -- --' -- 1�VrIa�a�nl�/�7 r- r- r- r- r- r- r- r---r----i----i----i----i----iI-C-�-i--,-�-�r- 15 ---', ---', ---', ---', --- --- --- --------Rdnof-Area�-93;597-S`f-- 14 --- --- --- --- --- --- --- --- ---�'- �-=---=----'----I 98 4 13 noff w12---L---L--- L--- 1---1---L---L---L---J----1----i_ -- 'Runoff Depth>5:49" - LL 1s---}---}------+---+---+--- -----------'�Ftdw t'�en th '- 9�F= _r---r---r---r___t_--Y---Y---T---r---- ---- ----I--- - - 6------------------ -- -- ----------------------=8�9- 5 ---L---L---L---1---1---L---L---L---J----1-------------------------- 4 --- --- --- ------+---+--- --- ---------------------------------,-- 3 --r---r---r---r---t---7---rt------------li----li----li----li----li----li----li-- 2--r---r---r---r---r---r---r---r---r----------------------------r- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 146 Summary for Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH Runoff = 9.85 cfs @ 11.95 hrs, Volume= 0.471 af, Depth= 4.96" Routed to Link 1 L : Post Combined Basin 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (sf) CN Description 0 98 Paved parking, HSG D 27,313 80 >75% Grass cover, Good, HSG D 0 61 >75% Grass cover, Good, HSG B 22,265 77 Woods, Good, HSG D 0 55 Woods, Good, HSG B 49,578 79 Weighted Average 49,578 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 50 0.2400 0.42 Sheet Flow, Grass: Short n= 0.150 P2= 3.50" 1.5 127 0.0790 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.5 Direct Entrv, 5.0 177 Total Subcatchment 26S: Post Dev Basin 1a Bypass - NORTH Hydrograph ---? - -- 7 --- 7 - -- 7 --- 7----------------------------I-- 11 � it it it it it it it it it it it it it it it it ■ Runoff 9.85 cfs---------------- --- --- --- 1 Type 24-hr 100rYear Rainfall=7.41" Runoff Area^49 578 sf ---}---}------+---+---+---4--- 4--- - 7- Runoff Vo I',u me=0.47',1 o f w 6 Runoff Do' pth=4:96'1 3---r---r------+---+---+--- --- --- --- ° 5 LL-Flow Length=177' ---+---+------+---+---+---+---4---+---- C,N=tm - 3 ----------------------------- -- --- ------------------------------- 2 10 20 30 40 50 60 70 80 90 160 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 147 Summary for Pond 1 P: Wetland 1 Inflow Area = 16.524 ac, 49.22% Impervious, Inflow Depth > 5.97" for 100-Year event Inflow = 160.84 cfs @ 11.95 hrs, Volume= 8.220 of Outflow = 100.72 cfs @ 12.03 hrs, Volume= 8.192 af, Atten= 37%, Lag= 4.6 min Primary = 100.72 cfs @ 12.03 hrs, Volume= 8.192 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 325.48' @ 12.03 hrs Surf.Area= 46,683 sf Storage= 120,449 cf Plug -Flow detention time= 594.1 min calculated for 8.187 of (100% of inflow) Center -of -Mass det. time= 593.9 min ( 1,371.1 - 777.3 ) Volume Invert Avail.Storage Storage Description #1 322.50' 194,511 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 27,140 0 0 323.00 33,513 15,163 15,163 323.50 39,242 18,189 33,352 323.75 42,394 10,205 43,557 324.00 43,003 10,675 54,231 325.00 45,476 44,240 98,471 326.00 48,006 46,741 145,212 327.00 50,593 49,300 194,511 Device Routina Invert Outlet Devices #1 Primary 319.00' 42.0" Round Culvert L= 69.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 319.00' / 316.00' S= 0.0435 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 322.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.25' 108.0" x 108.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=100.47 cfs @ 12.03 hrs HW=325.45' (Free Discharge) L1=Culvert (Inlet Controls 100.47 cfs @ 10.44 fps) �2=Orifice/G rate (Passes < 0.40 cfs potential flow) 3=Orifice/Grate (Passes < 155.42 cfs potential flow) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 148 '=•Tit'. 51 Mvivfm FTT Hydrograph 18 160.84 cfs----- -7---7---rt---r---lr---li----li---�---�---7---r---lr---lr---li-- ---- --- -- +- -- } - - - --------I--- - - - - - - - - - - - - - - - +--- ----I- ■Inflow ■Prima ry ---1----1---+---+---+---+-------I--] y� ' w f1WA �e`a= 1-.-��ac-- 160 150 ]Pea EIev-32&481 140 -- -- - -J---L- - -L- - - - -L- -1-- -1-- 1 1 --hag1L Y� 'L.-\il'-- S�O130 -1- -- r34 -1-- 120 1 L---1----1-- 100.72 -- cfs - -1---J---1---1---L---1----1----1---J---L---1---L--- 4 100 LL $0 ' ---1----1----1--- --- ---i---j ---1----1----1------ ---j ---j ---j ---1-- 70 60 50 40 30 20 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 149 Summary for Pond 2P: Wetland 2 Inflow Area = 13.424 ac, 54.27% Impervious, Inflow Depth > 6.06" for 100-Year event Inflow = 131.94 cfs @ 11.95 hrs, Volume= 6.781 of Outflow = 99.83 cfs @ 12.02 hrs, Volume= 6.759 af, Atten= 24%, Lag= 4.0 min Primary = 99.83 cfs @ 12.02 hrs, Volume= 6.759 of Routed to Link 1 L : Post Combined Basin 1 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 325.57' @ 12.01 hrs Surf.Area= 35,784 sf Storage= 94,370 cf Plug -Flow detention time= 693.6 min calculated for 6.757 of (100% of inflow) Center -of -Mass det. time= 691.0 min ( 1,466.2 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 322.50' 147,210 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 322.50 19,691 0 0 323.00 24,415 11,027 11,027 323.50 28,685 13,275 24,302 323.75 32,697 7,673 31,974 324.00 33,114 8,226 40,201 325.00 34,799 33,957 74,157 326.00 36,518 35,659 109,816 327.00 38,271 37,395 147,210 Device Routina Invert Outlet Devices #1 Primary 315.50' 36.0" Round Culvert L= 61.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 315.50' / 314.00' S= 0.0246 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 322.50' 2.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 324.50' 96.0" x 96.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=99.50 cfs @ 12.02 hrs HW=325.55' (Free Discharge) L1=Culvert (Inlet Controls 99.50 cfs @ 14.08 fps) �2=Orifice/G rate (Passes < 0.28 cfs potential flow) 3=Orifice/Grate (Passes < 111.93 cfs potential flow) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 150 Pond 2P: Wetland 2 Hydrograph --------- - r---r--- r--- r- - -'I----------r--- r--- r--- r--- 'r - --' ---'-- ■ Inflow q131.94s J---1---1---L--- J---1---1---L-- ■ Primary 14'III JnflOw.4, rqa�-j3_424 ao13rrrr---r -- 12------------ ----------------------Peak-Elie�r-M.57"-- 1 99.83 cfs _- r-r-r-r- -=-yS_ forage=34,;3TQ-C-- 100OFF 90 ' ----------r---r---r---r--------------r---r---r---r---r--- r---I-- u 80— 3 - --I----I---r---r---r---r---r---r---I---r---r---r---r---r---r---I-- 0 70 LL 60 ' ---I----I---r---r---t---r---r---r---I---r---r---r---r---r---r---I-- 50 I I I I I I I I I I I I I I I I I I I I I I I I 40-----------,--- r --- r --- r ---i-----------,--- r--- r ---i ---i ---i ---,-- 30 20 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 151 Summary for Pond 4P: Wetland 4 Inflow Area = 5.568 ac, 39.60% Impervious, Inflow Depth > 5.79" for 100-Year event Inflow = 53.19 cfs @ 11.95 hrs, Volume= 2.689 of Outflow = 41.81 cfs @ 12.01 hrs, Volume= 2.683 af, Atten= 21 %, Lag= 3.4 min Primary = 41.81 cfs @ 12.01 hrs, Volume= 2.683 of Routed to Link 4L : Post Combined Basin 4 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 367.25' @ 12.01 hrs Surf.Area= 18,521 sf Storage= 41,196 cf Plug -Flow detention time= 523.7 min calculated for 2.682 of (100% of inflow) Center -of -Mass det. time= 521.9 min ( 1,303.4 - 781.5 ) Volume Invert Avail.Storage Storage Description #1 364.50' 76,524 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 364.50 9,593 0 0 365.00 11,782 5,344 5,344 365.50 13,909 6,423 11,767 365.75 15,761 3,709 15,475 366.00 16,208 3,996 19,471 367.00 18,042 17,125 36,596 368.00 19,946 18,994 55,590 369.00 21,921 20,934 76,524 Device Routina Invert Outlet Devices #1 Primary 361.00' 30.0" Round Culvert L= 51.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 361.00' / 359.00' S= 0.0392 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 4.91 sf #2 Device 1 364.50' 1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 365.75' 24.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 366.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=40.99 cfs @ 12.01 hrs HW=367.24' (Free Discharge) L1=Culvert (Passes 40.99 cfs of 52.80 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.10 cfs @ 7.88 fps) 3=Orifice/Grate (Orifice Controls 7.59 cfs @ 5.06 fps) 4=Orifice/G rate (Weir Controls 33.31 cfs @ 2.81 fps) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 152 Pond 4P: Wetland 4 Hydrograph ----------------',--- I',--- I',---', ---', ---'r-------------------'--- I',- ■Inflow 53.19 cfS ■ Primary 55------------------------T---T-inflow Ar0a-,6-i6&ac - I I I I I I I I I I I I I I I I 50 --I,-----------I------;--- --- --- -Pea* E'I"=a67.-g5r- 41.81 cfs ----------------------------+---r-------+-------I----I----I---+- Stora a=41 196 cf 40------------------------------------- - - -,------ - ---�- N I I I I I I I I I I I I I I I I V I I I I I I I I I I I I I I I I 3 30 --------------------- --- --- --- --- --------------------- - 0 M 20 II I I I I I I I I I I I I I I I 157---7---r---r---r---r---r---I----I----I---�- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 153 Summary for Pond 5P: Wetland 5 Inflow Area = 14.841 ac, 49.00% Impervious, Inflow Depth > 5.97" for 100-Year event Inflow = 144.40 cfs @ 11.95 hrs, Volume= 7.378 of Outflow = 123.34 cfs @ 12.00 hrs, Volume= 7.362 af, Atten= 15%, Lag= 2.7 min Primary = 123.34 cfs @ 12.00 hrs, Volume= 7.362 of Routed to Link 5L : Post Combined Basin 5 Routing by Stor-Ind method, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Peak Elev= 328.29' @ 12.00 hrs Surf.Area= 40,546 sf Storage= 95,315 cf Plug -Flow detention time= 533.6 min calculated for 7.358 of (100% of inflow) Center -of -Mass det. time= 534.3 min ( 1,311.6 - 777.4 ) Volume Invert Avail.Storage Storage Description #1 325.50' 169,046 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 325.50 21,711 0 0 326.00 27,889 12,400 12,400 326.50 33,290 15,295 27,695 326.75 36,057 8,668 36,363 327.00 36,775 9,104 45,467 328.00 39,685 38,230 83,697 329.00 42,658 41,172 124,869 330.00 45,696 44,177 169,046 Device Routina Invert Outlet Devices #1 Primary 314.00' 42.0" Round Culvert L= 78.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 314.00' / 312.00' S= 0.0256 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 9.62 sf #2 Device 1 325.50' 3.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 327.33' 120.0" x 120.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=122.48 cfs @ 12.00 hrs HW=328.29' (Free Discharge) L1=Culvert (Passes 122.48 cfs of 164.02 cfs potential flow) �2=Orifice/G rate (Orifice Controls 0.39 cfs @ 7.85 fps) 3=Orifice/Grate (Weir Controls 122.09 cfs @ 3.20 fps) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 154 Pond 5P: Wetland 5 Hydrograph --- ----------------- --- --- --- ------------■ Inflow ---�----�--- it --- it --- �i---�----�----�----�i--- it--- it ---�i ---�i---�----�-- 16 144.40 cfs ■ Primary 140 1-nffcw �4rea=� 4:4I ao - - - - - - - - - - + - - - + - - - + - - - - - - - - - - - - - -�- - - - - - - + - - , - - -�- - - -1- - 123.34 cfs - --- ---------------------- PEak-EIev=32&.2W-- 120----------r---r---T---r---r----------�StQrac a 95,31 -cf;-- 110 100 90 ---i----i---r---r---t---r---r---r---i---r---r---r---r---r---r---i-- 3 80 o---1----1---J---1---L---L--------------J--- ---1---L---L-------'-- LL 70 , 60 50 ----------+---+---+---+--------------+---+---+---+---+-------i-- 40 30 20 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 155 Summary for Link 1 L: Post Combined Basin 1 Inflow Area = 54.042 ac, 32.76% Impervious, Inflow Depth > 5.23" for 100-Year event Inflow = 284.67 cfs @ 12.03 hrs, Volume= 23.556 of Primary = 284.67 cfs @ 12.03 hrs, Volume= 23.556 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 1 L: Post Combined Basin 1 Hydrograph -I----------y---rt---+---r---II---I---- I --- y------rt---r---Ir---r----- ❑ Inflow 284.67 cfs---�,----�,--- � --- + --- �---�,----�,----�----------- �---------- ❑ Primary 280 --- -- -- +--- - --a '1 flow area=54FQ4g'_a 1 260 240 ---------- ---- 7--- 7--- r-------------- ---- 7--- 7--- 7--- 7--------- 220 200 w 180 LL 140 120 100 ' ILL _ + _ _ _ T I I I 7 _ _ _ _ _ _ 7 _ _ _ 7 _ _ _ 7 80 60 40 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 156 Summary for Link 4L: Post Combined Basin 4 Inflow Area = 6.871 ac, 32.10% Impervious, Inflow Depth = 5.65" for 100-Year event Inflow = 51.48 cfs @ 12.00 hrs, Volume= 3.233 of Primary = 51.48 cfs @ 12.00 hrs, Volume= 3.233 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 4L: Post Combined Basin 4 Hydrograph - ----------------------i----------------- F------------------;- ❑Inflow 51.48 cfs - ❑ Primary Inflow 1 rea=,6.8I71 ac�, 50 ------------------+---+---+---+---+---+---+------------------+- 45---�--------------- -------------- --- --------------------- - 40 ---'i------------------------'---' ---' ---'i ------------------'- 35 ---,---------------,--- --- ---, ---, ---, ---,---------------,--- - — 30 --- r---i----i----i---r---r---r---r---r---r---r---r---i----i----i---r- 0 M25------------------ --- --- --- --- --- --------------------- - 20-------------------'--- --- --- --- ----------------------'--- - 15 ---'i------------------------'i ---'i ---'i ---'i---------------'i--- i- 10--r---i----i----i---r---r---r---r---r---r---r---r---i----i----i---r- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 157 Summary for Link 5L: Post Combined Basin 5 Inflow Area = 31.231 ac, 28.17% Impervious, Inflow Depth > 5.47" for 100-Year event Inflow = 187.95 cfs @ 12.02 hrs, Volume= 14.247 of Primary = 187.95 cfs @ 12.02 hrs, Volume= 14.247 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 5L: Post Combined Basin 5 Hydrograph -r------- ------t --- t--- r---r---r ---- --- ---t---r---r-------i- 211 ---' --- -'--- '--- I --- I --- ----'----' --- -'--- -----I---'-- - ---- '- - - 187.95 - cfs ------------------+---, ----------1---t---+---t-------I- 1- --1-- 1- -1-nftcIw rya-11.231'',=ao= -I--- 180 ---------------, ----, ---, -----------------------, ---, ---,-------,- 170 -----------'--- --- T --- T ----------------- i --- F ---�-------'- 160 ---1----1---J---1---1---L---1----'-------J---L---1---L---L-------'- 150 ----------+---+---+---+-------------+---+---+---+---+------�- 140 ---r------7---7---rt---r---Ir---li----li--- --- ---7---r---Ir---Ir---li- 130 -----------'--- --- --- ----------------- --- --- ---�-------'- w 120 - -- -- - - - - - -- -- -- -- - - -- -- -- 110 ------+---+---+---+---+--------------+---+---+---+---+-------- 0 100 �� -------------rt--- +- --r--- - M90 -----------;--- --- ------------------ --- ------------------�- 80 ---------------' -------------------------------' ---'----'----'----'- 70 ---------- ---1---T---L-------------- ------1---L----------- 60 ----------1---+---+---L-------------------+---L---------�- 50 ---T---T---r---i - -- ------T---r--- --- ---i- 40 ----------'--- --- --- ----------------- --- --- 1 ---�-------'- 30 --1----1---J---1---L---L---'----'-------J---L---1---L---L-------'- 20 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) ❑ Inflow ❑ Primary 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 158 Summary for Link 20L: Pre Combined Basin 1 Inflow Area = 36.473 ac, 6.70% Impervious, Inflow Depth > 3.80" for 100-Year event Inflow = 115.12 cfs @ 12.13 hrs, Volume= 11.548 of Primary = 115.12 cfs @ 12.13 hrs, Volume= 11.548 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 20L: Pre Combined Basin 1 Hydrograph x-F -------'--------------------------'--- ------------------'-- ❑ Inflow 115.12 Cfs I I I 10 Primary - --- --- --- --- 1-�'ftow �r6a--16.473- aq- - 110 ------+---+---+---+---+---+---+--+---+---+---+---+---+---+--+-- 100 ----------+---+---+---+--------------+---+---+---+---+--------- N i I T - - - T - - - T - - -I T - - - T - - - T - - - T 0 60------I--- r---T-----------I--- T------T ---T ---T ---I-- 40----------I--- --- ----------i--------- --- --- -----------I-- / ---1----1---J---1---1---L---'----'-------L------L---L---L-------'-- 207 L---1-----------J---L---L---L---L--------- 10 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) dO'— )T�Icl��1951� WEST WARREN CREEK DA Subcat Reach on Link 1801-Culvert Study Type 11 24-hr 10-Year Rainfall=5.10" Prepared by {enter your company name here) Printed 7/26/2021 HydroCADO 10.00-25 s/n 02108 © 2019 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: WEST WARREN CREEK DA Runoff = 570.95 cfs @ 12.73 hrs, Volume= 98.398 af, Depth= 3.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=5.10" Area (sf) CN Descri 4,908,178 98 Paved parking, HSG D 6,958,191 80 >75% Grass cover, Good, HSG D 2,996,606 77 Woods, Good, HSG D 14,862,975 85 Weighted Average 9,954,797 66.98% Pervious Area 4,908,178 33.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.50" 22.0 551 0.0070 0.42 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 920 0.0090 7.93 38.91 Pipe Channel, 30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 Concrete pipe, bends & connections 1.9 272 0.0060 2.33 7.00 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00' n= 0.030 Stream, clean & straight 0.4 57 0.0030 2.69 19.00 Pipe Channel, 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.025 Corrugated metal 0.8 119 0.0070 2.56 11.54 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 3.0 & 6.0 '/' Top.W=9.00' n= 0.030 Stream, clean & straight 0.1 67 0.0090 9.92 95.45 Pipe Channel, 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete pipe, bends & connections 1.7 300 0.0090 2.93 17.60 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 6.0 '/' Top.W=12.00' n= 0.030 0.0 35 0.0240 16.20 155.86 Pipe Channel, 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 11.2 1,749 0.0070 2.59 18.15 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 6.0 & 8.0 '/' Top.W=14.00' n= 0.030 0.4 73 0.0020 2.80 44.58 Pipe Channel, 68.0" x 43.0", R=48.0" Elliptical Area= 15.9 sf Perim= 14.7' r= 1.& n= 0.025 Corrugated metal 5.8 888 0.0070 2.57 11.56 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 5.0 & 4.0 '/' Top.W=9.00' n= 0.030 0.1 49 0.0090 8.95 63.28 Pipe Channel, 1801-Culvert Study Type 11 24-hr 10-Year Rainfall=5.10" Prepared by {enter your company name here) Printed 7/26/2021 HydroCADO 10.00-25 s/n 02108 © 2019 HydroCAD Software Solutions LLC Page 3 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete pipe, bends & connections 5.7 891 0.0070 2.59 18.15 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= 7.0 '/' Top.W=14.00' n= 0.030 0.1 54 0.0040 8.39 164.72 Pipe Channel, 60.0" Round Area= 19.6 sf Perim= 15.7' r= 1.25' n= 0.013 4.7 1,480 0.0290 5.29 47.63 Trap/Vee/Rect Channel Flow, Bot.W=0.00' D=1.00' Z= MY Top.W=18.00' n= 0.030 68.6 7,555 Total Subcatchment 1S: WEST WARREN CREEK DA Hydrograph ---- -- -- ---- -- ---- --+-- ---- --------- -- ---- --------- -- ■Runoff 600 570.95 cfs -- J-- - ---- -- ----1--L--1--L--L--L--1--L--L--1-T p 4(2 �r 550 500 _ -Y,ea�r al'�Ilf�lf=5.� 1 "- - - - - - - -flu r o F re;a=_�114,a02_97'0 _s f - 450 -- -- -- - -- -- -- RunQ fJVgfu�rne=`�8.39$ of 400 ------L--L--'---- J--L--L----L--L----- ----L-----L------�-- 350 Runpf Dlepth=3.I461'• 0 300 Flow Length=7,555 LL 250 TIC=68,6 to i h ------------------ 200 D N; 85 150 100 50 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Pre South Footbridge - 10yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.012 ft/ft Discharge 570.95 cfs Section Definitions Station Elevation (ft) (ft) -0+36 -0+06 -0+03 0+03 0+06 0+36 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+36, 6.30) (0+36, 6.30) Options Current Roughness Weighted Pavlovskii's Method Method Open Channel Weighting Pavlovskii's Method Method Closed Channel Weighting Pavlovskii's Method Method Results Normal Depth 68.5 in Roughness Coefficient 0.050 Elevation 5.71 ft Elevation Range 0.0 to 6.3 ft Flow Area 116.7 ftz Wetted Perimeter 63.4 ft Hydraulic Radius 22.1 in Top Width 60.20 ft Normal Depth 68.5 in Critical Depth 59.5 in Critical Slope 0.033 ft/ft Velocity 4.89 ft/s Velocity Head 0.37 ft Specific Energy 6.08 ft Froude Number 0.619 Flow Type Subcritical 6.30 3.30 0.00 0.00 3.30 6.30 0.050 Bentley Systems, Inc. Haestad Methods Solution FlowMaster Wetland Outlet Velocity.fm8 Center [10.03.00.03] 7/26/2021 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown, CT 06795 USA +1-203-755-1666 Pre South Footbridge - 10yr GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity 0.00 ft/s Upstream Velocity 0.00 ft/s Normal Depth 68.5 in Critical Depth 59.5 in Channel Slope 0.012 ft/ft Critical Slope 0.033 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Wetland Outlet Velocity.fm8 Center [10.03.00.03] 7/26/2021 27 Siemon Company Drive Suite 200 W Page 2 of 2 Watertown, CT 06795 USA +1-203-755-1666 Cross Section Pre South Footbridge Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.012 ft/ft Normal Depth 68.5 in Discharge 570.95 cfs 6.50 6.00 5.50 ------ ---- ---- - 5.00 ---------- ----- --------------- 4.50 -------------- ---------------- 4.00 3.50 ---------------- -- ----- ------------------- > 3.00 w 2.50 2.00 1.50 -- -- ------ -- -- ----- - 1.00 0.50 0.00 -- --- ---- -- -0+20 0+00 0+20 Station Bentley Systems, Inc. Haestad Methods Solution FlowMaster Wetland Outlet Velocity.fm8 Center [10.03.00.03] 7/26/2021 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Irregular Section - Post South Footbridge Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.012 ft/ft Discharge 688.05 cfs Section Definitions Station Elevation (ft) (ft) -0+36 -0+06 -0+03 0+03 0+06 0+36 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (-0+36, 6.30) (0+36, 6.30) Options Current Roughness Weighted Pavlovskii's Method Method Open Channel Weighting Pavlovskii's Method Method Closed Channel Weighting Pavlovskii's Method Method Results Normal Depth 72.1 in Roughness Coefficient 0.050 Elevation 6.00 ft Elevation Range 0.0 to 6.3 ft Flow Area 135.3 ftz Wetted Perimeter 69.3 ft Hydraulic Radius 23.4 in Top Width 66.08 ft Normal Depth 72.1 in Critical Depth 62.9 in Critical Slope 0.033 ft/ft Velocity 5.09 ft/s Velocity Head 0.40 ft Specific Energy 6.41 ft Froude Number 0.627 Flow Type Subcritical 6.30 3.30 0.00 0.00 3.30 6.30 0.050 Bentley Systems, Inc. Haestad Methods Solution FlowMaster Wetland Outlet Velocity.fm8 Center [10.03.00.03] 12/6/2021 27 Siemon Company Drive Suite 200 W Page 1 of 2 Watertown, CT 06795 USA +1-203-755-1666 Worksheet for Irregular Section - Post South Footbridge GVF Input Data Downstream Depth 0.0 in Length 0.0 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.0 in Profile Description N/A Profile Headloss 0.00 ft Downstream Velocity 0.00 ft/s Upstream Velocity 0.00 ft/s Normal Depth 72.1 in Critical Depth 62.9 in Channel Slope 0.012 ft/ft Critical Slope 0.033 ft/ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Wetland Outlet Velocity.fm8 Center [10.03.00.03] 12/6/2021 27 Siemon Company Drive Suite 200 W Page 2 of 2 Watertown, CT 06795 USA +1-203-755-1666 Cross Section for Irregular Section - Post South Footbridge Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.012 ft/ft Normal Depth 72.1 in Discharge 688.05 cfs 6.50 6.00 5.50 5.00 --------- ------ ---------- ----- --------------- 4.50 -------------- - ---------------- 4.00 3.50 ---------------- ------- —- ------------------- > 3.00 w 2.50 2.00 1.50 -- -- ------ -- -- ----- - 1.00 0.50 0.00 -- --- ---- -- -0+20 0+00 0+20 Station Bentley Systems, Inc. Haestad Methods Solution FlowMaster Wetland Outlet Velocity.fm8 Center [10.03.00.03] 12/6/2021 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 HEC-RAS Plan: FLOODWAY River: Warren Creek Reach: Reach - 1 Profile: 100-year Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Val Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach - 1 16175.1 100-year 632.00 378.91 386.02 386.19 0.002271 4.55 449.00 197.02 0.33 Reach - 1 16108.3 100-year 632.00 377.94 385.98 383.01 386.05 0.000854 3.23 791.91 386.91 0.21 Reach - 1 16079.3 Culvert Reach - 1 16050.3 100-year 632.00 377.66 384.70 382.92 384.97 0.002724 5.22 432.55 328.20 0.37 Reach - 1 16035.0 100-year 632.00 377.47 384.55 383.69 384.89 0.006125 6.37 278.69 134.97 0.50 Reach - 1 16005.0 Culvert Reach - 1 15975.0 100-year 632.00 377.11 384.63 383.32 384.86 0.003876 5.36 342.60 150.54 0.40 Reach - 1 15791.1 100-year 632.00 376.43 383.13 383.78 0.007184 8.31 984.20 262.67 0.58 Reach - 1 15291.1 100-year 632.00 371.30 377.57 377.51 378.92 0.013440 10.85 135.71 64.30 0.79 Reach - 1 14791.1 100-year 632.00 364.91 370.36 370.36 371.50 0.016189 10.77 162.45 85.65 0.85 Reach - 1 14449.4 100-year 632.00 362.40 368.59 368.84 0.003668 5.22 315.48 137.93 0.41 Reach - 1 14358.7 100-year 632.00 361.69 368.30 366.77 368.52 0.003109 4.77 336.93 152.24 0.36 Reach - 1 14325.2 Culvert Reach - 1 14291.7 100-year 632.00 361.37 366.29 366.29 367.28 0.017784 8.97 136.90 88.21 0.80 Reach - 1 14181.9 100-year 632.00 359.92 365.93 364.38 366.11 0.003680 5.03 346.33 136.57 0.39 Reach - 1 14168.9 Bridge Reach - 1 14155.9 100-year 632.00 359.63 365.58 364.09 365.78 0.003868 5.12 339.27 135.40 0.40 Reach - 1 13914.8 100-year 632.00 356.02 362.46 362.46 363.85 0.013353 10.99 130.40 149.14 0.80 Reach - 1 13845.6 100-year 807.00 355.84 362.09 361.07 362.37 0.004330 5.73 356.53 164.26 0.43 Reach - 1 13757.1 Culvert Reach - 1 13668.6 100-year 807.00 352.13 357.29 357.29 358.26 0.015465 9.38 190.41 131.10 0.78 Reach - 1 13414.6 100-year 807.00 344.52 352.94 353.16 0.001784 4.75 452.48 153.51 0.31 Reach - 1 13261.1 100-year 807.00 343.44 352.88 349.20 352.93 0.000554 2.76 857.58 269.55 0.16 Reach - 1 13219.6 Culvert Reach - 1 13178.1 100-year 807.00 342.52 348.27 347.88 348.94 0.010725 8.43 229.40 118.79 0.66 Reach - 1 12908.3 100-year 807.00 340.73 347.77 347.88 0.001325 4.05 585.58 169.87 0.28 Reach - 1 12814.0 100-year 807.00 338.41 347.70 347.79 0.000611 3.35 710.90 168.96 0.20 Reach - 1 12732.2 100-year 807.00 336.67 347.65 341.96 347.74 0.000464 3.29 704.53 166.90 0.18 Reach - 1 12685.7 Culvert Reach - 1 12639.2 100-year 807.00 334.31 339.51 339.51 341.16 0.016453 11.46 129.23 51.02 0.93 Reach - 1 12251.3 100-year 807.00 329.28 336.33 336.53 0.001933 4.63 479.60 136.14 0.33 Reach - 1 11863.5 100-year 2744.00 323.24 333.79 334.84 0.005518 10.49 780.13 173.69 0.59 Reach - 1 11355.3 100-year 2744.00 318.25 328.09 328.09 330.72 0.011849 14.63 408.04 95.67 0.86 Reach - 1 10887.0 100-year 2623.00 314.84 323.76 324.91 0.007760 11.27 668.64 148.23 0.70 Reach - 1 10834.6 100-year 2623.00 314.34 323.82 322.33 324.30 0.003769 8.21 1135.55 369.28 0.49 Reach - 1 10819.1 Bridge Reach - 1 10803.6 100-year 2623.00 314.33 323.79 322.32 324.28 0.003834 8.27 1126.73 368.92 0.49 Reach - 1 10534.3 100-year 2623.00 312.22 323.19 323.43 0.001994 6.11 1412.87 286.23 0.34 Reach - 1 10303.8 100-year 2623.00 311.20 323.02 323.10 0.000799 4.08 2169.58 369.17 0.22 Reach - 1 9901.0 100-year 2623.00 310.39 321.64 319.54 322.41 0.004224 9.05 806.95 182.75 0.50 Reach - 1 9287.9 100-year 2623.00 308.84 315.79 315.79 317.41 0.020506 13.84 529.02 153.88 1.01 Reach - 1 8690.5 100-year 2623.00 305.91 314.35 314.40 0.000910 3.52 3016.65 762.21 0.23 Reach - 1 7976.4 100-year 4257.00 302.81 313.74 313.79 0.000818 3.91 3253.25 539.17 0.22 Reach - 1 7503.0 100-year 4257.00 302.12 312.94 313.14 0.002544 6.84 1959.93 453.13 0.39 Reach - 1 7329.2 100-year 4257.00 301.87 312.37 312.68 0.002687 7.15 1859.26 468.56 0.41 Reach - 1 7199.0 100-year 4257.00 301.67 311.95 307.34 312.36 0.001798 5.44 938.70 573.05 0.32 Reach - 1 7171.0 Bridge Reach - 1 7143.0 100-year 4257.00 301.60 311.54 307.27 311.98 0.002055 5.67 900.37 531.42 0.34 Reach - 1 6780.7 100-year 4257.00 299.93 309.99 310.68 0.006659 10.05 988.92 183.74 0.59 Reach - 1 6471.4 100-year 4257.00 298.87 308.98 309.30 0.002777 6.66 1405.69 243.93 0.39 Reach - 1 5849.1 100-year 5857.00 297.49 307.52 307.71 0.002320 6.05 2894.50 621.77 0.36 Reach - 1 5496.0 100-year 5857.00 294.27 306.96 307.11 0.001253 5.48 3536.83 673.32 0.28 Reach - 1 4965.1 100-year 5857.00 294.95 306.59 302.33 306.64 0.000582 3.47 5360.69 965.98 0.18 Reach - 1 4436.3 100-year 5857.00 293.91 306.40 306.43 0.000280 2.64 6708.13 970.36 0.14 Reach - 1 Reach - 1 Reach - 1 3970.9 3423.4 2996.1 100-year 100-year 100-year 5857.00 5857.00 5857.00 292.60 306.25 292.12 302.85 290.03 302.77 302.07 306.30 305.57 303.01 0.000271 2.54 0.014878 15.78 0.001966 6.47 5488.68 630.70 657.98 95.20 2754.92 422.10 0.13 0.87 0.33 Reach - 1 2481.8 100-year 5857.00 285.84 301.74 302.08 0.001633 6.88 2478.34 295.92 0.31 Reach - 1 1997.1 100-year 5857.00 285.25 300.81 301.22 0.001914 7.33 2292.61 264.26 0.33 Reach - 1 1500.0 100-year 5857.00 282.24 299.24 300.07 0.002640 9.16 2259.35 526.81 0.40 Reach - 1 995.1 100-year 5857.00 282.07 297.93 295.26 298.67 0.002804 9.00 3169.92 677.64 0.41 HEC-RAS Plan: FLOODWAY River: Warren Creek Reach: Reach - 1 Reach River St a Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach - 1 16175.1 100-year 632.00 378.91 386.02 386.19 0.002271 4.55 449.00 197.02 0.33 Reach - 1 16175.1 Floodway 632.00 378.91 386.59 386.72 0.001527 3.97 418.01 105.00 0.28 Reach - 1 16108.3 100-year 632.00 377.94 385.98 383.01 386.05 0.000854 3.23 791.91 386.91 0.21 Reach - 1 16108.3 Floodway 632.00 377.94 386.49 383.01 386.63 0.001122 3.87 426.11 105.00 0.25 Reach - 1 16079.3 Culvert Reach - 1 16050.3 100-year 632.00 377.66 384.70 382.92 384.97 0.002724 5.22 432.55 328.20 0.37 Reach - 1 16050.3 Floodway 632.00 377.66 385.10 382.92 385.38 0.002449 5.16 309.32 105.00 0.35 Reach - 1 16035.0 100-year 632.00 377.47 384.55 383.69 384.89 0.006125 6.37 278.69 134.97 0.50 Reach - 1 16035.0 Floodway 632.00 377.47 385.01 383.66 385.32 0.004752 5.95 258.02 85.00 0.44 Reach - 1 16005.0 Culvert Reach - 1 15975.0 100-year 632.00 377.11 384.63 383.32 384.86 0.003876 5.36 342.60 150.54 0.40 Reach - 1 15975.0 Floodway 632.00 377.11 384.99 383.30 385.23 0.003601 5.39 286.57 85.00 0.39 Reach - 1 15791.1 100-year 632.00 376.43 383.13 383.78 0.007184 8.31 984.20 262.67 0.58 Reach - 1 15791.1 Floodway 632.00 376.43 383.17 384.06 0.008709 9.19 160.49 50.00 0.64 Reach - 1 15291.1 100-year 632.00 371.30 377.57 377.51 378.92 0.013440 10.85 135.71 64.30 0.79 Reach - 1 15291.1 Floodway 632.00 371.30 377.68 377.68 378.91 0.012175 10.45 142.82 64.33 0.75 Reach - 1 14791.1 100-year 632.00 364.91 370.36 370.36 371.50 0.016189 10.77 162.45 85.65 0.85 Reach - 1 14791.1 Floodway 632.00 364.91 370.55 370.55 371.47 0.012997 9.89 178.74 85.64 0.76 Reach - 1 14449.4 100-year 632.00 362.40 368.59 368.84 0.003668 5.22 315.48 137.93 0.41 Reach - 1 14449.4 Floodway 632.00 362.40 369.02 369.23 0.002712 4.74 299.26 85.00 0.36 Reach - 1 14358.7 100-year 632.00 361.69 368.30 366.77 368.52 0.003109 4.77 336.93 152.24 0.36 Reach - 1 14358.7 Floodway 632.00 361.69 368.82 366.78 368.99 0.002203 4.26 312.32 80.00 0.30 Reach - 1 14325.2 Culvert Reach - 1 14291.7 100-year 632.00 361.37 366.29 366.29 367.28 0.017784 8.97 136.90 88.21 0.80 Reach - 1 14291.7 Floodway 632.00 361.37 366.70 366.32 367.34 0.010843 7.48 168.06 80.00 0.64 Reach - 1 14181.9 100-year 632.00 359.92 365.93 364.38 366.11 0.003680 5.03 346.33 136.57 0.39 Reach - 1 14181.9 Floodway 632.00 359.92 365.96 364.57 366.34 0.005983 6.44 209.61 58.00 0.50 Reach - 1 14168.9 Bridge Reach - 1 14155.9 100-year 632.00 359.63 365.58 364.09 365.78 0.003868 5.12 339.27 135.40 0.40 Reach - 1 14155.9 Floodway 632.00 359.63 365.81 364.28 366.16 0.005381 6.21 217.57 58.00 0.47 Reach - 1 13914.8 100-year 632.00 356.02 362.46 362.46 363.85 0.013353 10.99 130.40 149.14 0.80 Reach - 1 13914.8 Floodway 632.00 356.02 362.53 362.53 363.92 0.013100 10.96 124.66 47.00 0.80 Reach - 1 13845.6 100-year 807.00 355.84 362.09 361.07 362.37 0.004330 5.73 356.53 164.26 0.43 Reach - 1 13845.6 Floodway 807.00 355.84 362.19 361.21 362.44 0.003811 5.44 355.87 140.00 0.40 Reach - 1 13757.1 Culvert Reach - 1 13668.6 100-year 807.00 352.13 357.29 357.29 358.26 0.015465 9.38 190.41 131.10 0.78 Reach - 1 13668.6 Floodway 807.00 352.13 357.50 357.50 358.25 0.011884 8.48 219.31 140.00 0.69 Reach - 1 13414.6 100-year 807.00 344.52 352.94 353.16 0.001784 4.75 452.48 153.51 0.31 Reach - 1 13414.6 Floodway 807.00 344.52 353.90 354.06 0.001110 4.07 438.32 79.00 0.25 Reach - 1 13261.1 100-year 807.00 343.44 352.88 349.20 352.93 0.000554 2.76 857.58 269.55 0.16 Reach - 1 13261.1 Floodway 807.00 343.44 353.83 349.17 353.89 0.000555 2.96 644.07 91.00 0.17 Reach - 1 13219.6 Culvert Reach - 1 13178.1 100-year 807.00 342.52 348.27 347.88 348.94 0.010725 8.43 229.40 118.79 0.66 Reach - 1 13178.1 Floodway 807.00 342.52 349.00 347.86 349.38 0.005549 6.63 288.09 91.00 0.49 Reach - 1 12908.3 100-year 807.00 340.73 347.77 347.88 0.001325 4.05 585.58 169.87 0.28 Reach - 1 12908.3 Floodway 807.00 340.73 348.61 348.72 0.000979 3.78 527.57 91.00 0.25 Reach - 1 12814.0 100-year 807.00 338.41 347.70 347.79 0.000611 3.35 710.90 168.96 0.20 Reach - 1 12814.0 Floodway 807.00 338.41 348.58 348.65 0.000416 2.95 713.38 105.00 0.17 HEC-RAS Plan: FLOODWAY River: Warren Creek Reach: Reach - 1 (Continued) Reach River St a Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach - 1 12732.2 100-year 807.00 336.67 347.65 341.96 347.74 0.000464 3.29 704.53 166.90 0.18 Reach - 1 12732.2 Floodway 807.00 336.67 348.46 341.96 348.59 0.000502 3.59 508.49 60.00 0.19 Reach - 1 12685.7 Culvert Reach - 1 12639.2 100-year 807.00 334.31 339.51 339.51 341.16 0.016453 11.46 129.23 51.02 0.93 Reach - 1 12639.2 Floodway 807.00 334.31 339.54 339.54 341.56 0.018484 12.21 99.65 28.00 0.99 Reach - 1 12251.3 100-year 807.00 329.28 336.33 336.53 0.001933 4.63 479.60 136.14 0.33 Reach - 1 12251.3 Floodway 807.00 329.28 336.86 337.17 0.002258 5.28 308.94 56.00 0.36 Reach - 1 11863.5 100-year 2744.00 323.24 333.79 334.84 0.005518 10.49 780.13 173.69 0.59 Reach - 1 11863.5 Floodway 2744.00 323.24 333.85 335.21 0.006421 11.37 609.79 110.00 0.64 Reach - 1 11355.3 100-year 2744.00 318.25 328.09 328.09 330.72 0.011849 14.63 408.04 95.67 0.86 Reach - 1 11355.3 Floodway 2744.00 318.25 328.14 327.92 330.77 0.011719 14.60 381.00 73.00 0.85 Reach - 1 10887.0 100-year 2623.00 314.84 323.76 324.91 0.007760 11.27 668.64 148.23 0.70 Reach - 1 10887.0 Floodway 2623.00 314.84 324.41 325.92 0.008008 1205. 499.74 75.00 0.72 Reach - 1 10834.6 100-year 2623.00 314.34 323.82 322.33 324.30 0.003769 8.21 1135.55 369.28 0.49 Reach - 1 10834.6 Floodway 2623.00 314.34 324.80 322.29 325.12 0.002286 6.86 1252.50 235.00 0.39 Reach - 1 10819.1 Bridge Reach - 1 10803.6 100-year 2623.00 314.33 323.79 322.32 324.28 0.003834 8.27 1126.73 368.92 0.49 Reach - 1 10803.6 Floodway 2623.00 314.33 324.38 322.28 324.77 0.002856 7.45 1155.53 235.00 0.43 Reach - 1 10534.3 100-year 2623.00 312.22 323.19 323.43 0.001994 6.11 1412.87 286.23 0.34 Reach - 1 10534.3 Floodway 2623.00 312.22 323.79 324.08 0.002013 6.38 1248.12 200.00 0.35 Reach - 1 10303.8 100-year 2623.00 311.20 323.02 323.10 0.000799 4.08 2169.58 369.17 0.22 Reach - 1 10303.8 Floodway 2623.00 311.20 323.43 323.66 0.001497 5.73 1355.56 169.00 0.30 Reach - 1 9901.0 100-year 2623.00 310.39 321.64 319.54 322.41 0.004224 9.05 806.95 182.75 0.50 Reach - 1 9901.0 Floodway 2623.00 310.39 321.65 319.42 322.59 0.004790 9.65 661.99 105.00 0.53 Reach - 1 9287.9 100-year 2623.00 308.84 315.79 315.79 317.41 0.020506 13.84 529.02 153.88 1.01 Reach - 1 9287.9 Floodway 2623.00 308.84 316.19 317.60 0.016343 12.90 552.20 139.00 0.91 Reach - 1 8690.5 100-year 2623.00 305.91 314.35 314.40 0.000910 3.52 3017.12 762.26 0.23 Reach - 1 8690.5 Floodway 2623.00 305.91 315.07 315.19 0.001416 4.68 1808.91 310.00 0.29 Reach - 1 7976.4 100-year 4257.00 302.81 313.74 313.79 0.000817 3.91 3253.69 539.18 0.22 Reach - 1 7976.4 Floodway 4257.00 302.81 314.04 314.16 0.001457 5.32 2280.71 330.00 0.30 Reach - 1 7503.0 100-year 4257.00 302.12 312.94 313.14 0.002543 6.84 1960.53 453.18 0.39 Reach - 1 7503.0 Floodway 4257.00 302.12 313.02 313.25 0.002552 6.89 1656.70 280.00 0.39 Reach - 1 7329.2 100-year 4257.00 301.87 312.38 312.68 0.002684 7.15 1860.23 468.61 0.41 Reach - 1 7329.2 Floodway 4257.00 301.87 312.38 312.75 0.003036 7.60 1481.05 285.00 0.44 Reach - 1 7199.0 100-year 4257.00 301.67 311.96 307.34 312.36 0.001796 5.44 938.93 573.13 0.32 Reach - 1 7199.0 Floodway 4257.00 301.67 311.97 307.37 312.42 0.001923 5.64 918.86 108.00 0.33 Reach - 1 7171.0 Bridge Reach - 1 7143.0 100-year 4257.00 301.60 311.54 307.27 311.99 0.002053 5.67 900.65 531.52 0.34 Reach - 1 7143.0 Floodway 4257.00 301.60 311.60 307.30 312.09 0.002151 5.83 886.84 108.00 0.35 Reach - 1 6780.7 100-year 4257.00 299.93 310.00 310.69 0.006634 10.03 990.27 183.79 0.59 Reach - 1 6780.7 Floodway 4257.00 299.93 310.24 310.85 0.005766 9.52 1025.54 175.00 0.55 Reach - 1 6471.4 100-year 4257.00 298.87 308.99 309.31 0.002757 6.64 1409.27 244.05 0.39 Reach - 1 6471.4 Floodway 4257.00 298.87 309.38 309.67 0.002345 6.30 1447.47 220.00 0.37 Reach - 1 5849.1 100-year 5857.00 297.49 307.57 307.74 0.002262 5.99 2920.92 623.09 0.36 Reach - 1 5849.1 Floodway 5857.00 297.49 307.91 308.14 0.002491 6.45 2399.69 388.57 0.38 Reach - 1 5496.0 100-year 5857.00 294.27 307.02 307.16 0.001219 5.42 3575.81 677.36 0.27 Reach - 1 5496.0 Floodway 5857.00 294.27 307.36 307.52 0.001229 5.54 3095.31 445.00 0.28 Reach - 1 4965.1 100-year 5857.00 294.95 306.67 302.33 306.71 0.000560 3.42 5428.73 969.35 0.18 Reach - 1 4965.1 Floodway 5857.00 294.95 306.92 302.45 306.99 0.000750 4.01 4160.83 585.00 0.21 HEC-RAS Plan: FLOODWAY River: Warren Creek Reach: Reach - 1 (Continued) Reach River St a Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) Reach - 1 4436.3 100-year 5857.00 293.91 306.48 306.50 0.000270 2.61 6782.91 971.38 0.13 Reach - 1 4436.3 Floodway 5857.00 293.91 306.71 306.74 0.000295 2.76 5839.57 691.60 0.14 Reach - 1 3970.9 100-year 5857.00 292.60 306.33 306.38 0.000264 2.52 5539.77 631.87 0.13 Reach - 1 3970.9 Floodway 5857.00 292.60 306.54 306.60 0.000316 2.79 4604.28 455.00 0.14 Reach - 1 3423.4 100-year 5933.00 5933.00 292.12 302.89 302.13 305.65 0.015005 15.8 662.30 95.39 0.88 85.00 0.83 Reach - 1 3423.4 Floodway 292.12 303.27 305.82 0.013263 15.30 676.33 Reach - 1 2996.1 100-year 5933.00 290.03 302.85 303.09 0.001952 6.47 2787.13 422.94 0.33 Reach - 1 2996.1 Floodway 5933.00 290.03 303.27 303.50 0.001768 6.30 2708.11 350.00 0.31 Reach - 1 2481.8 100-year 5933.00 285.84 301.81 302.16 0.001635 6.90 2500.81 296.33 0.31 Reach - 1 2481.8 Floodway 5933.00 285.84 302.33 302.66 0.001490 6.73 2454.19 250.00 0.30 Reach - 1 1997.1 100-year 5933.00 285.25 300.89 301.30 0.001921 7.37 2311.75 264.69 0.33 Reach - 1 1997.1 Floodway 5933.00 285.25 301.45 301.86 0.001785 7.28 2190.49 215.00 0.32 Reach - 1 1500.0 100-year 5933.00 282.24 299.30 300.14 0.002653 9.20 2293.89 527.55 0.40 Reach - 1 1500.0 Floodway 5933.00 282.24 300.20 300.88 0.002069 8.42 1813.24 205.00 0.36 Reach - 1 995.1 100-year 5933.00 282.07 298.00 295.31 298.73 0.002804 9.02 3214.58 680.34 0.41 Reach - 1 995.1 Floodway 5933.00 282.07 298.93 295.09 299.71 0.002574 8.99 1733.41 215.00 0.39 d W m cc E m N U,l cc d0 = L 'O O! c O m C c O a+ c O m i ai '^ LL m "a cc m m m oa .O a m EY> c c p o 1 c ma a > a 4- c a m 0C c u ° oo � O 3 O LL � LL O LL W W LL D w LL boa I1 ter` 'r CA /''r z CL rn o N _ + I K A summary of the drainage area -peak discharge relationships for the flooding sources studied by detailed methods is shown in Table 13, Summary of Discharges. Table 13 - Summary of Discharges Flooding Source Discharges (cfs) Location Drainage Area (square miles) 10% Annual Chance 2% Annual Chance 1 % Annual Chance 1 % Annual Future Annual Chance 0.2% Annual Chance Eno River Approximately 0.7 mile downstream of Roxboro Road 142.68 18953 20135 Eno River Tributary A Immediately upstream of the confluence with Eno River 0.72 863 1290 1480 1740 1960 NC Floodplain Mapping Program Print Date: November 4, 2019 http://fris.nc.gov/FRIS Page 1 of 1 N J O O (>n (n 0 C m 0 U W C U) O ,n O x 'L Z MMW 17 V V � � r C CD _0 CO U _ U LO — io ao — c Q co O O LL c — co r d L NNi L.L O �MM w W 'L ^(D LL U O 0 N O uO O L U O 6 0) U) U) I- OD V 0) I- OD (O OD 0) O M LO OD O V V 0) I- 0) LO (O M LO U In O U7 O (O O U7 O (M O (M O (M O (M O V O (M O In O LQ O V O V O (M O V O V O V O U7 O U7 O N O M O (M O (M O (M O (M O S O li O N O V O V 0) O U7 O LO O OD O OD O O O M O 0 O U-)O V (O O (0 O I� V O N O U7 O O q M O q O N O Il O O O -6 O) 00 00 00 (O (O V O I- O O O O M V O O O O M N 0) N O O) O 0 M N M 00 00 O I� 00 lf') M lf') N (O M V lf') I� 00 00 V I� Q O H N M 0) (O (O 0) V (0 O 0) M V I- (O O (0 N O N I- O N N O O V O 7 7 O M N (M 00 7 I, O 00 U7 (M V O q V I� N V (M O 7 _ 00 In N LO I- O 00 V M LO (0 O M M V (0 (0 V M (O N (O O O M M M N (O M (O V) M V) 0) U7 M O 0) V V N(' (0 V O 00 O0 Q N 00 V LP V O) N O N O MN O) LO O N N MMN O M O MN I� N O) 00 V O0 M (M N (O U') U') N 00 V V N O LL (M I� LO LO O r- N N 1- LO O O) 00 (O M 0 V O I- LO (O 00 O) V _ I- 00 (M O (M (O O0 I� U7 (O O ll ll V O) O) I� (M N U7 q V N N N O0 00 00 00 00 00 O O 0) 0) O0 O0 0) 0) (O I- 00 00 I- 00 (O 00 (O O O O_ (0 O) (MN (M LO V 00 V 00 V V N V 00 N O N O V LO N r- O V N (3) (O O M O) (O N 00 00 O (O M U') 00 O V (O LO Q O) O O O) O) 00 O) N O I� lf') lf') 00 O I� 00 O) lf') �_ lf') O V O V O (O O LO O O O O O N O N O (`") O (`") O N O N O N O N O N O N O V O V O O O O O O O (n 0 0 O O O O O O O O O O O O O O O O O O O O O O O O c� o 0 O O O O O O O O O O O O O O O O O O O O O O O O W O V (M N 00 (3) O (O O) M V 0) M U') r- lf') V O) (O O) O) O) V N > M q (O . 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00 00 In M M N N O (0 00 V O LO 0) M O 00 r- V r- V) 0) M N LO N V r LO N V - (0 00 V M V (0 M O LO Os N M M N N LL 0) M r- lf) N 00 0) 00 (0 N O 00 00 r- LO r- O) (0 LO O (0 00 _ (O V M N (O O) O) O N In I� Ln (q 00 O q q O N (M (M N N N N N N (0 (0 r- r- (0 (0 (0 r- r- 00 r- 00 r- r- 0) 0) 0) U 10) 0) O 00 00 LO LO r- O N V r- 0) M Ln O N 00 00 Ln of 00 Ln (0 Ln O V V 00 N N V V (0 (0 (O (0 V LO O V V V LO O O (0 r- (M OL O O O O V V (O (O V V Ln Ln (" (fl (fl (" Ln Ln r- r- 00 O O O O O O O O O O O O O O O O O O O O O O O O O O M O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O d O O O O O O O O O O O O O O O O O O O O O O O O O W 00 r- M N N V M O O) O 00 LO N r (O N LO O LO N O O O O O0 00 Ln Ln N O q (O (O N N O0 O0 (O (O N O M V M V (M V (M V N Cl) N Cl) N M N N � N N O � O � O LU .-. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 N N N N N N W M U O 00 (3) (3) M N LO V r- O (0 1- (3) O O N (3) 0) 00 O M V > N O O O O q q (M (M O0 I� (O (O V (M q 00 In (M N ll Vn N a) M V (M V (M V N Cl) N Cl) N N N O O � O (3) O (3) LU .-. 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 r- 00 r- N N N N N N N N N N N N N N N N N N N N N N N N N N M 00 00 (O (O r- r- N_ N_ (M (M N N O) O) O) O) (M (M O LL1 (O r- (O r- (O (O (O (O (M (O (M (() (O (O (O LO (O Ln 00 M 00 M Ln M Ln M (M M (M M O M O (M (O N (O N (M N (M N V N V N In N L LO LO LO LO LO LO Ln Ln Ln Ln Ln Ln Ln Ln LO LO LO LO LO LO LO LO LO LO LO (� N N N N N N N N N N N N N N N N N N N N N N N N N C � O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O �p M M M M M M M M (M (M M M M M M M M M M M M M M M M �O w M M M M (M (M (M (M (M M M M M M M M M (M M M M M M M M N = L6 L6 L6 L6 L6 L6 L6 L6 L6 L6 L6 L6 L6 a o O Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o Z ri o o (� V V O O V V N N (`" M 17 17 17 17 �� 17 17O) O) O O N N (O (O 00 00 (3) (3) r- r- (O (O (M (M (3) (3) O O r- r > O) O) (O (O _ _ O) O) (M (M O O O) 0) 0) 0) Lo Lo 00 00 0) 0) _ E O O 0) 00 O) 00 LO 00 LO 00 N 00 N 00 V r- V r- O r- O r- LO (O LO (O O (O O (O V LO V LO 00 V 00 V N V N V (3) (M (3) M LO M V V M M M M M M M M M M M M M M M M M M M (M (M (M (M L N O L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 L L6 N N N N N N N N N N N N N N N N N N N N N N N N N M V V V V V LO V LO V V N M M M V N N O N O U M O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O N O S O li lf7 O OD I- OD N O OD O) (O LO (O OD O OD O M O LO LO V U7 M (O V O M q (O I- q V q V (M O -6 (O M N V OD M LO V V V LO N N O N (O I- (O N O) O N N I� O) V) M lf') N (O (O (O V) O) V V O N M V) O M (O I- LO M M (O LO V I- (O LO Q O H V V) M (O V) r lf') V) 00 O) (O V LO (O N M I� O V q (M V (M In O0 q N (O U7 (O7 7 00 I, (M (O N N I- In N N O N r- 00 LO m O) I- 00 N N M I- O) O) O (O I- V (O I- r- LO V lf') LO N (O (O 00 V O) O M O) Q N V) M V I- 00 M M V V M V LO M M N (O V) M O V) I� M r- V) r- V M I- (O V) (O (O V (O V r- O r- I- (O 00 V O LL 00 N M N 00 O) I- (O O) (O N 00 O V) lf') _ (O 00 O q qO) 00 O N V (O lf') 00 LOM V O) (O I- (O I- (O I- (O I-: (O I-, (O (O (O (O (O (O (O (O (O (O L U N V I� M 0 V M N M M O 00 (O N O V O O) N LO V LO O O V V) V LO M V O) O) O) I� V (O O Q 00 V V V) V) V) LO LO LO LO LO V V V V lf) V V M (O LO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O (n O O O O O O O O O O O O O O O O O O O O O c9 O O O O O O O O O O O O O O O O O O O O O W O) LO r- N M M V O) O) N N O O) V M LO00 V O) I� O0 Il V M . O Il (O lf') V M q 00 I- (O Lq V Lq V N (3) O (3) O (3) O 00 O) 00 (3) 00 (3) I- 00 r- 00 r- 00 r- 00 LL1 00 I- 00 I- 00 I- 00 I- r- r- r- r- r- r- r- r- r- r- r- r- r- N N N N N N N N N N N N N N N N N N N N N W V V V V U) N N N N N N N N U V U') O) 00 N (O 00 lf') I- N (M M U') V N 00 I� LO LO > O N O I� (O V N O) O) I- 00 (O V M O O O O N O O) O 00 O) 00 O) 00 00 I- 00 � 00 I� 00 I� 00 I� 00 I� 00 Ej 00 I- 00 I- r- r- r- r- r- r- r- r- r- N N N N N N N N N N N N N N N N N N N N N M O (O (O 00 00 I- r- M M LO LO LO U') O O N N M M N N LLJ U') N V7 N V7 N Il � � � � � � � r- r- O OU7 O O lf') 00 LqLqLq 00 00 00 L LO LO lf') lf') lf') lf') lf') lf') lf') lf') lf') lf') lf') lf') lf') U7 V V V V () N N N N N N N N N N N N N N N N N N N N N C � O O O O O O O O O O O O O O O O O N O O O O O O O O O O O O O O O O O O O O O O) O O O O �p (M (M (M M M M M M M M M M M (M (M (M (M = M M M M O w M O) M O) M O) M O) M O) M O) M O) M O) M O) (M O) (M O) (M O) (M O) (M O) (M O) (M O) (M O) m M O) M O) M O) M O) N a o o o o o o o o o o O M M N N V V lf') lf') lf') l() O O O O N O) O) (O (O M MLOLOI- M M lf') lf') 00 00 O O > _ V V V V O) O) O0 O0 O O V V N N O) (O (O N (14 E U') M O M O M N N LO LO (3) O (3) O LO O U') O O O V O) V O) O) O) O O) O (3) O (3) O (3) O (3) M M M M M M M M M M M M M N N N N N N N N N N O cr r_ U (6 _r_ U (6 _r_ U (6 _r_ U (6 _r_ U (6 _r_ U (6 _r_ U (6 _r_ U (6 _r_ U (6 _r_L U (6 U (6 L U (6 L U (6 L U (6 L U (6 L U (6 L U (6 L U (6 L U (6 L U (6 L U (6 L U (6 N N N N N N N N N N N N N N N N N N N N N f cr cr cr cr cr� 9S 'n 25S Post Dev Ba is Bypass - SO iH 26S Po Dev Basin 1b ypass-SOUhi 21S 7S O 8S O Po Dev sin is Post Dev Basi iSCM Byp -N Rhi post vBasi lb 1 Byp ss-N TMpos[Dev pasin ib SCM 1P 2P Wetland 2 Wetland 1 7� Post Combined Basin 1 Subcat Reach on Link 10S 12S 13S 14S 15S Post Dev B in 2 Post Dev .sin 3 Post Dev B sin 4 SOW De Basin 4 Post Dev Byp b By ass 4P L Wetland 4""',1 17 4L Post mbined Basi Site and Eno Combined 16S 17S 5 SCMpos[ Dei Basin 5 / Dev Basin 6 e land5 SL Post Combined Basin 5 18S Eno River 1801-Storm Study 2021-11-11 - JCJ Prepared by {enter your company name here} Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year Type II 24-hr Default 24.00 1 3.53 2 2 10-Year Type II 24-hr Default 24.00 1 5.07 2 3 100-Year Type II 24-hr Default 24.00 1 7.41 2 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 18S: Eno River Runoff = 4,057.49 cfs @ 26.63 hrs, Volume= 5,842.450 af, Depth= 0.77" Routed to Link 6L : Site and Eno Combined Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 2-Year Rainfall=3.53" Area (ac) CN Description * 91,315.000 65 91,315.000 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 960.0 Direct Entry, Subcatchment 18S: Eno River Hydrograph 4,400 -----------7---+---+---r---r---+---r---+- ❑Runoff 4,200 4,057.49 cfs �- �- �- I I I I + 4,000 -'------------------- -'- -- --- ------+---+---+--- Typeal1"r- 3,800 1 1 1 1 1 ----------------------------------+--2,-YeArRAll AH=15T"- 3,600 - - - 3,400 -' --------------------J--- I--- Runoff;ArW-91;31,5-.OWac- 3,200 3,000 -+------------+-------+---+--- -+---- +---+--- 11olumne=5,80 4$0-a -,- - --------------------------[tun�ff - 2,800 2,600 + --- -'----'----------------------------� 13urroffi �7epth=�.�t� - '-- w w ---------------'--- --- ------+---+---+---+--- --- --- - TG=-960- O,-mih 3 2,200 -,-- --- -,----,----,--------------?-------------,--- 5C(- ,° z,000 ----------------J------1---1---1---.---L---CIV 1,800 -+ --- --------+-------+---+---+---+---+---+---+---+---+---+- 1,600 1,400 -'- ----'-------------------------'--------' ---'----'----'----'----'-- 1,200 -- ------ -----------------------------+---+---+---+---------------- 1,000 -��-----T- -------------T---T---T---T---T---T---T---T---T---T- 800 ------------- --- --- 600 L -'-----'----'----'----'---------1---1---+---+---+---L---L---L- 400 -i--r---r---i----------+---+---+---+---+---+---r---r---r---r- 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 11 24-hr 2-Year Rainfall=3.53" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 4 Summary for Link 6L: Site and Eno Combined Inflow Area = 91,407.778 ac, 0.03% Impervious, Inflow Depth = 0.77" for 2-Year event Inflow = 4,058.38 cfs @ 26.63 hrs, Volume= 5,857.629 of Primary = 4,058.38 cfs @ 26.63 hrs, Volume= 5,857.629 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 6L: Site and Eno Combined Hydrograph -r------I--- t---r---r--- I- --I-- I------- --- - -I - -- I - -- t---r---r------ I - I--- - -I - - - - ------ ---I t--- --- ---y- r--- ------- -I- ❑Inflow 4,400 4,zoo 4,058.38 cfs 1--- T---t---I L --- 1---1---1---+---L---'----'---L---L---L---'---L- -------t lhfloiir/4kea-91�1407.7a$ ad- ❑ Primary 4,000 3,800 ----+--- -------'--- ---+--- -------'--- --- --- ---'--- - 3,600 -Ir---T---r---li----li--- ---T---r---Ir---li--- ---r---Ir---i--- - 3,400 -- ---------------------------------------------------- 3,200 - -+--- -------'--- ---+--- -------'--- --- --- ---'--- - 3,000 --- T- -- r- --------- T--- T- - -r - -- -------- - r- --- - - - --- - 2,800 2,600 - --'---'----'----'----'----'---'----'----'----'---'----'----'----'- w 2,400 - - - - -+---+---+--+---+---+---+---+--+---+---+---+------+- - -----------I--- --- -----------I--- ---------------I- 3 2,200 - -'---'----'----'----'----'---'----'----'----'---'----'----'----'- LL 2,000 + r-------i--- --- +- --r------------- - + - - -r 1,800 -- ----I----I----I---;---;---I----I----I---;---I----I----I----I- 1,600 - - --L---'----'---L---L---L---'----'---L---L---L---'---L- 1,400 --- -r---li----li--- ---T---r---Ir---li--- ---r---Ir---i--- - 1,200 --- ----------- --- --- --- ------ --- --- -------- 1,000 -'---L -L---'----'---L---L---L----------L---L---L------L- 800 ' --- 600 ------- ---------------------------------------------- 400 200 Ego, 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 18S: Eno River Runoff = 9,187.21 cfs @ 25.58 hrs, Volume= 12,938.390 af, Depth= 1.70" Routed to Link 6L : Site and Eno Combined Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 10-Year Rainfall=5.07" Area (ac) CN Description * 91,315.000 65 91,315.000 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 960.0 Direct Entry, Subcatchment 18S: Eno River Hydrograph 10,000 ' -r---r---1----1--- ---t---t---t---r---r---r---1----1---t---t---t---t- 1 ,-- 1 -T- 1 -- T- 1 -- T-- 1 - T- 1 1 1 1 1 -- T-------I-- -----7---T---T- ❑Runoff 9,187.21 cfs 1 9,500 9,000 -----------------T---,---, -I--- I ---- 1'--- --- ---' -- -- '-------1----1'----1'----II -------------- -I --- -I --- - --- Type 1124-hr- I I I I 1 8,500 -I-------I--- --- --- --- --- -------I-- "Ye',ar1Rainf�a11=$:07""_ $soo - - - ------ --- --- --- --- ---' _Runof Ar a=�1;3 5.060=ac= 7,000 - - ----'1--- --- --- --- --- --]Runoff_V�o1ume=_'12,9.8.3Waf_ 6,000 - - - ------ --- ---+---+---r--- 1 1 1 1 1 1 1 1 --------Rtmof E epth='�.70"- .-. 6,000 -t- -----1---t---t---t---t---Y---t---1----1----I--- I I I I I I I I _ I I I 1 c-�60-T min u 5,500 .r -T- I ----I---T---T---T---T---T---T---I ---I----I---T- -T- -T- -T- 3 5,000 --1------ _� - 1 --- T-------I- ---1,----1----1----1--- 1 1 1 --- _TENT65/0- o M 4,500 -I-- ----- ------ --- ---- - - ----� 4,000 -I- ----I -----I 1 1 1 1 1 ----I 1 ----I 1 --------------------------------I 1 1 ----I ----- 1 1 1 1 1 1 1 1 3,500 -I- ----I----------I ----I -------------------------------I ----I ----- 3,000 --1----1- --- --- --- --- --- --- ---1----1----1--- --- --- --- - 2,500 --1----1- --- --- ---+--- --- --- ---1----1----1--- ------+--- - 2,000 -1r-1r---1i-- --y---rt---t---r---r---1r---1r---1i----1i--- ---rt---t---t- 1,500 --r---1--- -t---t---t---r---r---r---r---1----1---t---t---t---t- 1,000 �� i 1 1 1 ------T---r---r---------r---1---------T---r- 1 1 1 1 1 1 1 1 1 1 1 1 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type/1 24-hr 10-Year Rainfall=5.07" Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 6 Summary for Link 6L: Site and Eno Combined Inflow Area = 91,407.778 ac, 0.03% Impervious, Inflow Depth = 1.70" for 10-Year event Inflow = 9,188.17 cfs @ 25.58 hrs, Volume= 12,963.488 of Primary = 9,188.17 cfs @ 25.58 hrs, Volume= 12,963.488 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 6L: Site and Eno Combined Hydrograph �i —I---1---T---T------1---T---T---I---T---T---T---I---T---T---T---I-- ---------- ------------------------------------- ❑Inflow ❑ Primary ----------------------------- 188.17 s ---L---'----'---i---L---'--liflowAlree9lA07.778-ad-- - I I I I I I I I I I I I I I I I I I I I I -I- ---t------ti---t---r------t---t---r---r--t---t---r---I-- I- T---I----I---T---T---I---T---T---T---i--T---T---T---I-- 11 % 111 ? %of % 111of 111 11 111 of ff 111 ''///////////////////////////////////////////////////////////////�' 1--------------- 1 1 1 1 1 .1 1 :1 •1 11 1 1 1 1 1 .1 1 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 18S: Eno River Runoff = 18,873.79 cfs @ 24.56 hrs, Volume= 26,046.436 af, Depth= 3.42" Routed to Link 6L : Site and Eno Combined Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 5.00-175.00 hrs, dt= 0.0 Type II 24-hr 100-Year Rainfall=7.41" Area (ac) CN Description * 91,315.000 65 91,315.000 65 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 960.0 Direct Entry, Subcatchment 18S: Eno River Hydrograph 21,000 -+---+---+------+---+---+---+---r---+--------------+---+---+---+- -�r---�r--------------7---7---r---r---�r---� 7---r- ❑Runoff 20,000 18,873.79 cfs------- ---',---------------------------',--- ---', ---'-- 19,000 T -- - ---- - - - - -- - -- -- ---------------------------''Type1[24-hr- 18,000 -'---------------' ----' --- -----------'--------'----------------- 10p-Ye'ar Rainf_W1=7.41"'_ 16,000 j - --------- --- ---+--- ---r---r - RA ne ATea=91,3 4 5.-Od 0-ac- 15,000 j -r---------------7---r---r-- -n6 ---- rt fl7oluri�e= 04fi4 af- -- - -- 13,000 -'-- -----'--- --- --- --- --- ----------- -RoffDegfh=.421'- H 12,000 --- - ----- -------------------------------------- 160mi11- �- 11,000 -1- --- --'--- ---1---1---L---L---L---1----1----1---J---1---1---L- -- 'CN-6S510- �- a 9,000 -�r - -------y---rt---+---r---r---�r---�r---------- ---I---+ - - -+- 8,000 -�r ---� ----r---r---+---r---r---r---r----------r---r---+---r- 7,000 -; ----� 6,000 -'------'- --------' ----'-------------------------------' ----' ---'-- 5,000 ------'- -- ---1---1---L---L---L---1----1----1---J---1---1---L- 4,000 j-L ------- --L---L---L---L---L---L--------------L---L---L---L- 3,000 --+---+-- - --- --- +- - -+--- --- -------+--+------+---+---+- 2,000 _ 1,000 0 10 20 30 40 50 60 A80 90 100 110 120 130 140 150 160 170 Time (hours) 1801-Storm Study 2021-11-11 - JCJ Type 1124-hr 100-Year Rainfall=7.41 " Prepared by {enter your company name here) Printed 12/6/2021 HydroCADO 10.10-7a s/n 02108 © 2021 HydroCAD Software Solutions LLC Page 8 Summary for Link 6L: Site and Eno Combined Inflow Area = 91,407.778 ac, 0.03% Impervious, Inflow Depth = 3.42" for 100-Year event Inflow = 18,875.55 cfs @ 24.56 hrs, Volume= 26,087.621 of Primary = 18,875.55 cfs @ 24.56 hrs, Volume= 26,087.621 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-175.00 hrs, dt= 0.05 hrs Link 6L: Site and Eno Combined Hydrograph '�-1----1--- 1---r---1r-----7---r---1r--7---7---r---1i---7---7---r---1i ❑Inflow 21,000 --------I--- ----------J--- ---� ---1---J--- ---� ---1-- ❑ Primary 20,000 18,875.55 cfs _ - - -11_ _11 - 1- - - _ - - -11- - hifFow Alrea:*l A&7.778-ad - 19,000 -1----+---1----1--- ---+---1--- --- --- ---1------+--- ---1-- 18,000 -r---r---1----1---rt---r---1--- ---rt---r---r-- ---7---r---r- 17,000 ------ 1 - ---- - - I ------------ - -I --- ------ --- - -I----------I-- 16,000_1-- 15,000 -1 -L---1----1---1---4----1----1 1--- ---1------+--- ---1-- 14,000 - -r---1r---1i---7---r---1r--7---7---r---1r--7---7---r---1i-- 13,000 - ----1----1--- ---,---1----1--- ---1--- ---1-- w12,000 - -- -------I--- --- -------I--- --- --- ---I--- --- ---I-- 11,000 - 1- -L---1----1---1---L---1---J---1---L---1---J---1---L---1-- 0 10,000 - - -r---1i----1i---rt---r---1i---y---rt---r---1r--y---+---r---1r- M 9,000 1 - - 1 - - - T - - T - - - - 8,000 - - -- - - - -- - - -- -- - - -- - 7,000 -1-- L---1----1---1---L---1---J---1---L---1---J---1---L---1-- 6,000 -I-- --+--+---+---+------+---+---+---1---+---+---+---+- 5,000 1 -1--- 1 1 --r---1------r---1------- ---r---1-------7---r---1-- 4,000 ,' -11--- -11--11--- --- 11--11------ --- 11--11------ --- 11--11-- 3,000 - 1 - - 1 - - 1 - 1 -- 1 - - 1 -- 1 -- 1 - - 1 -- 1 2,000 1,000 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 Time (hours) 0 w U) W I- 00 V W f- 00 CO 00 O O CO N 00 O ItV 0) I1- 0) N CO CO N C) U N O N O (O O N O Ci O Ci O Ci O Ci O V O (M O N O N O 't O V O Cq O V O V O V O N O N" O O M O Ci O Ci O Ci O Ci O 0 0 LL O N O V O V O O LO 0 LO 0 00 O 00 O O O Cl) O CO O LO 0 V O O (q 7 O r V O N O M O O O M O O O -6 W W W W CO CO V O O O O OI� M V O O OV MNI� NW 0)WV N N WN M OV W N N MN Ce) N N CO Ce) r r I� r O H N Cl) 0) O O 0) It (00 0) Ce) V I� (00 (0 N O N r O N N_ O O V O 7 17 O M N d) a0 r O a0 In C, V O O V q O N N N O W M CO M V CO M N O M N O 0') 0) Ce) 0) V CO V W Q$ 00 W N V I- N V V 0) N O O O M W Co N V O CO N CO O O M M Ce) O CO M r N W N W N V O 00 V 0') N CO M N O 00 00 V 3 N r N N Ce) N N Ce) N Ce) N Ce) N N Ce) N N N V N O v LL M N N O M (0 00 0)00M V (O a0 Il N (O O Il r V O W Il M N N O V C N N N 00 00 00 00 00 00 O O O 0) 00 00 O O O r 00 00 I- 00 U O 00 (O O O O (O O Ce) N Ce) N V 00 V 00 V V N V 00 N O N a) It N N r O V N 0)(O O Ce) CD(O N 00 W O Co 0') N 00 O V (O N it I- O O O W TW W N O I� LO N N 00 I� W 0, N r N r r V N O V O V O CO O N O O O O O N O N O 0') O Ce) O N O N O N O N O N O N O V O V O O O O O O O fA — O O O O 99 O O 99 99 99 O O 99 O O 99 O O 99 O O O O O O O O O O O O O O O O O O O O O O O O O O W O V Cl) N 00 0) O O aN Cl) -It 0) Cl) N O 0) 0) 0) N > M W IIt O N O O O C N N V Ci N (9 N W a0 A. 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M N N I� V N N M N a0 O M a0 O M M O Cp Ci O Ci O W M M M W I� Cp Cp Cp Cp Cp Cp N N N N O O M M r r N N N V V W M M M M M M M M M M M M M M 0 0 M M M M M M M W W W w W W w W W w w W W W W W W v >� V N M Cp V V O N N M M M N M N V V a0 V V N N a0 M W LLl O V w N N N I� CO M M I� r W, 0 w IW � V M V r N M M cn M r N M M W M N M N 00 M 00 W N co N I� N N N I-O V M N N N co N I� M M M M M M M M M r M t W W W W I� r r r r r r Cp I� r Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp Cp N N N N N N O O O O O O O O U O O O -C:O O N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N O O U O O O O O O O O O O O O O O O O O O O O O (0 M w w w 'ITV V N ` N N N > N N -= N N N N N N N N N O M O m O mM O N N N N N N M (n M M M p U M M m M M M M M M M M Cp V Cp V Cp V Cp V Cp V Cp V Cp V Cp V Cp V Cp V Cp V Cp V Cp V H U M r M r M r M r M r M r M r O N C — O N O N O N O N O NiN O O N O N O N O N O N O N O N W r W r a0 r W r W r W r W r a0 r a0 r W r a0 r a0 r a0 r O LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL d T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r O r V w V w O w O I� r Cp N V M Il 7 N Cp Cp a0 I� r a0 a0 N r N a0 a0 O O O O N O O O N W N r N r � M N V I� M I� M M W W N N W W ! N r N M NM M W N N N M M O M IZIV� p Of IN� O Cp p p N N O w M w M a0 MI- IM N N r ON w ON w pN w pN w m N M V V M M O M N N N N N N N N N Lo Lo N N N N N N V V V V V W'IT 'IT 'IT V V V V r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r p Of U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m U m Tof Project Information Project Name: Westpoint Submission Date: 12/03/2021 Project Area (ft): 2,804,989 ft2 Disturbed Area (ft): 2,398,211 ft2 Development Land Use Type: Single Family Residential Development Activity Type: Development - New no Designated Downtown Area? Project Location/Address: 5001 North Roxboro Street County: Durham Local Jurisdiction: Durham Project Latitude Coordinates: 36.0661110 N Project Longitude Coordinates: -78.9061780 W Precipitation Station: Durham Physiographic Region: Piedmont Nutrient Management Watershed: Falls Lake Falls - Upper Subwatershed: Phosphorus Delivery Zone: Falls - Upper Nitrogen Delivery Zone: Falls - Upper Project Designer and Contact Phone Number / Email: Preston Royster - proyster@cjtpa.com Part of Common Development Plan? no Project Owner Type: Private Project Description: Single Family Lots and Townhome development R = 0.05 + (0.009 *1) where I = percent impervious (%) Average Annual Pollutant Load, L L=(Pj*RR *(P/12))*(C*A*2.72) where C = event mean concentration (mg/L) Project Area Land Cover Characteristics PROJECT AREA LAND COVERS Roof Pre- ! Post - Project Project Area (ft) Area (ft) TN EMC (mg/L) TP EMC (mg/L) 1.18 1.64 0.11 0.34 5,296 470,659 210,256 Roadway Parking/Driveway/Sidewalk 1.42 0.18 0 418,433 Protected Forest 0.97 0.03 2,686,462 324,889 Other Pervious/Landscaping 2.48 1.07 113,231 1,302,617 CUSTOM LAND COVER 1 CUSTOM LAND COVER 2 CUSTOM LAND COVER 3 LAND TAKEN UP BY SCM 1.18 0.11 0 78,135 LAND COVER AREA CHECK Net Change of Land Covers (ft): 2,361,573 Total Project Area Entered (ft): 2,804,989 Total Pre -Project Calculated Area (ft): 2,804,989 Total Post -Project Calculated Area (ft): 2,804,989 Equations Used and Proiect Area Calculations SIMPLE METHOD Stormwater Runoff Volume Generated, V Runoff Coefficient R v V = Pi * Rv * (P/12) * A where A = drainage area (ft) Pj = fraction of rain events with runoff P = average annual rainfall depth (in) A = 64.3937 ac A = 64.3937 ac P = 47.81 in. P = 47.81 in. V = 519991 ft3 V = 4316852 ft3 1= 0% 1= 42% Rv = 0.05 Rv = 0.43 Pi = 0.9 Pi = 0.9 CTN = 1.04 mg/L CTN = 1.40 mg/L CTP = 0.07 mg/L CTP = 0.22 mg/L LTN = 33.65 Ib/yr LTN = 378.20 Ib/yr LTP = 2.38 Ib/yr LTP = 59.88 Ib/yr 9 III�I 9 E E E E E o^ L E E tA .0 a o Q W (7) N LLr) N N CO N N a4 Lf1 ^ lD O N L N L aJ a�'I N N C M 4- CL Q CL Q O 'N ca O C D D .. C .. L .. L .. L .. L .. 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O . .1 . . 1 . O . O. . 1 . . 1 . O . O . O . O . O . O O z E g r- r- 0 0 00 00 O O O O O O Ol °1 O O 1-1 `4 O O O O O O :5 Z Lq Lq 0 0�r*� 0 0 0 0 0 0 O O M M O O O O O O > O O M M O O O O O O N N O O N N O O O O O O N N v u 0 Q v v .� N M Tt uY w C C au E au s s s s s s L f6 41 v 1., V V 4.1 u v ci 3 3 N E E 0 Q Q 0 Q ¢ Q Q Q Q Q Q Q Q Q Q Q Q Ln Z Z Ln z z z z z z z z z z z z z z rl O N O M O O N O tYi O r-I O N O m O r-I O N O M O .--I O N O M O O O M O rl e-I e-I N N N M M M Ln Ln Ln lD lD lD C V N DURHAM 1869 .yl�. ys .•nk �:ti Jk CITY OF DURHAM Neuse, Falls Lake and Jordan Lake Developer Nutrient Reporting Form Not required if the project is exempt from pollutant standards per Section 70-739 of the City Code Please complete and submit the following information to the City of Durham Stormwater Services to characterize your project and assess the need to purchase nutrient offsets. See the City of Durham Stormwater Standards. For nutrient offset information, see nutrient offset info PROJECT INFORMATION Applicant Name: CJT, PA Prepared by Jacy Jennings Project Name (& Previous name, if applicable): Westpoint Site Plan #: ID1900222 Project Address (if available): Street: City/Town: County: 5001 North Roxboro Street Durham Durham Date: (mo/d/yr) 121312021 Project Locat'n: ILat: (dec. degrees) 36.066111' Long: (dec. degrees) -78.906178° PIN/PID #s: ��0824-62-66-1033-1-42-93-2948-1-04-72-6918-1- Is this Redevelopment? ❑ Yes ❑ No Development Type (Please check all that apply) Impervious Cover (%) Pre -Construction: ❑ Commercial ❑ Duplex Residential 0.19 ❑ Industrial ❑ Single -Family Residential Impervious Cover (%) Post -Construction: ❑ Institutional ❑ Multi -Family Residential 39.19 Mixed Use WATERSHED INFORMATION (See Jordan map or Falls Lake map) 0 Upper Falls Basin, 12-digit Watershed ID: 030202010304 ❑ Neuse/Outside of Falls Basin, 03020201 03020201 ❑ Jordan Lake (Upper New Hope) 6-digit Small Watershed ID: Jordan Lake Delivery Factors (%) Nitrogen Phosphorus Site Factor: Site Factor: NeuselFalls Lake Delivery Factors: There are no delivery factors, so the Delivery Factor = 1. DURHAM STORMWATER PERFORMANCE STANDARDS FOR DEVELOPMENT COMPLIANCE ALTERNATIVE Nutrient loading limits and on -site treatment minimum (Sections 70-740(a) and Sections 70-741(a)) Off -site treatment threshold (%): N: 1 50 P: 1 50 Required on -site reduction achieved? N: YES P: YES NUTRIENT OFFSET REQUEST (Must meet the offsite thresholds — see above) Nitrogen Loading / Offset Needs (For the Jordan, Falls, and Neuse/Outside of Falls Watershed areas) (A) (B) (C) (D) (E) (F) (G) (H) (1) (Where Applicable) (J) Untreated Loading Rate (Ibs/ac/yr) Treated Loading Rate (Ibs/ac/yr) Load Rate Target (Ibs/ac/yr) Reduction Needed (Ibs/ac/yr) (from Compl. Worksheet) Project Size (square feet) Offset Duration (yrs) Site Delivery Factor State Buy Down Amount Delivered (Ibs) D * E * F * G Additional 5% if bank not in City limits (Ibs) Total Delivered (Ibs) H + 1 5.87 3.66 2.20 1.46 2,804,989 30 1.00 2820.44 141.02 2961.47 Phosphorus Loading / Offset Needs (For the Jordan and Falls Watershed areas) (A) (B) (C) (D) (E) (F) (G) (H) (1) (Where Applicable) (J) Untreated Loading Rate (Ibs/ac/yr) Treated Loading Rate (Ibs/ac/yr) Load Rate Target (Ibs/ac/yr) Reduction Needed (Ibs/ac/yr) (from Compl. Worksheet) Project Size (square feet) Offset Duration (yrs) Site Delivery Factor State Buy Down Amount Delivered (Ibs) D * E * F * G Additional 5% if bank not in City limits (Ibs) Total Delivered (Ibs) H + 1 0.93 0.61 0.33 0.28 2,804,989 30 1.00 540.91 27.05 567.95 Responsible Professional Engineer's Name: iJacy C. Jennings, PE PE #: 43820 Staff Name: I Staff e-mail: I Phone #: January 9, 2018 Version Watershed (Select from Menu) 1 Falls Lake Basin Q Jordan Lake Basin Q Lower Neuse Basin COMPLIANCE WORKSHEET Note that if a nutrient bank is used to buy offset credits in order to achieve compliance with the alternative selected below, the bank must be located in the same watershed as the project site. Compliance Alternative (Pick one alternative, see descriptions and calculations below) 1 Nutrient loading limits and on -site treatment minimum (Sections 70-740(a) and Sections 70-741(a)) Q Alternative percentage reduction option for Redevelopment that increases impervious area (Section 70- 740(b)) Q Alternative percentage reduction option for Redevelopment that does not increase impervious area (Section 70-740(c)) Q Alternative for low impact development in Falls Basin. Q If the project is Exempt from Stormwater Pollutant standards (Section 70-739), nutrient calculations 12/3/2021 Project Area Disturbance (Fill in yellow cell below) 39.19 2,398,211 square feet 55.055 acres TABLE 1 THRESHOLDS FOR APPLICATION OF STORMWATER POLLUTANT REQUIREMENTS Project Location Land Disturbance Limited Residential Multifamily & Other Jordan Basin 1 acre 0.5 acres Falls Basin 0.5 acres 12,000 square feet Lower Neuse Basin 1 1 acre 0.5 acres Note: Thresholds are based upon land disturbance since the applicable basin Baseline date. The Project is Located Outside the Downtown Area (select from menu list) Per Section 70-736, Downtown Area means the Downtown Tier, Compact Neighborhoods, and Suburban Transit Zones as shown on the Durham Comprehensive Land Use Plan most recently approved by the Durham City Council. The Project Type is Multifamily and Other (select from menu list) Per Section 70-736, Limited Residential means single family and duplex residential and recreational development. Multifamily and Other Development means development not included in Limited Resdiential, and includes but is not limited to multifamily and townhomes, and office, industrial, institutional (including local government institutional), and commercial development. Other key de 5.87 3.66 1.46 Development means Land Disturbance which increases impervious surface on a property, or alters its location, or results in an increase in runoff from a property or a decrease in infiltration of precipitation into the soil. It includes both existing development and new development. It does not include agriculture, mining, or forestry activities. Redevelopment means Development on a site where structures or impervious surface already exists. It is a category of new development. March 30, 2017 Version Nutrient Loading Limits and On E 0.61 ORDINANCE REQUIREMENTS Sec. 70-740. (a) Nutrient Loading Rate Limits. Development not exempt under subsection 70-739 shall construct and implement SCMs so as to limit the post construction loading rate of nitrogen and phosphorus from the project area to the limits set forth in Table 2 below, or shall comply with an allowed alternative as set forth in (b) through (d) below. A portion of the reduction requirements for nitrogen and phosphorus may be met through off site measures or payments as set forth in 70-741. TABLE 2 NUTRIENT EXPORT LOADING RATE LIMITS Project Location Export Limit Ibs/acre/year Nitrogen Phosphorus Jordan Basin 2.2 0.82 Falls Basin 2.2 0.33 Lower Neuse Basin 1 3.6 not required Sec. 70-741 (a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction requirements may be met, in part, through offsite management measures or the purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a percentage of the required nitrogen and phosphorus reductions must be achieved through onsite treatment, in the amount shown in Table 4 below. In addition to meeting the percentage reductions below, in the Jordan and Lower Neuse Basins, nitrogen export load from the site must not exceed 6 Ibs. per acre per year for Limited Residential, and and 10 Ibs per acre per year for Multifamily and Other. (Note: offsite credit purchases do not meet TSS removal requirements, which must be met onsite.) TABLE 4 ONSITE NUTRIENT TREATMENT REQUIREMENTS Minimum Onsite Nutrient Treatment Project Nitrogen Phosphorus Jordan - General *40% of required *40% of required reduction reduction Falls - General *50% of required *50% of required reduction reduction Falls and Jordan within *30% of required *30% of required Downtown Area reduction reduction March 30, 2017 Version Falls and Jordan exceeding thresholds but with less than 1 acre land disturbance *30% of required reduction *30% of required reduction No percentage No percentage reductions apply, but reductions apply, but Lower Neuse the 6/10 nitrogen the 6/10 nitrogen export limit described export limit described in paragraph (a) in paragraph (a) above must be met I above must be met *The "required reduction" is the difference between the post development loading in pounds per acre per year multiplied by the site area in acres before treatment minus the loading target, in pounds per acre per year multiplied by the acres. The percentage shown in the chart above is applied to that difference and the resulting number is the amount in pounds/year of nutrient reduction that must be achieved onsite. CALCULATIONS - ENTER VALUES IN YELLOW CELLS Nitrogen Post Loading Rate Untreated (Ibs/ac/yr) Post Loading Rate Treated (Ibs/ac/yr) Load Rate Target (Ibs/ac/yr) Reduction Needed (Ibs/ac/yr) 5.87 3.66 2.2 1.46 Phosphorus Post Loading Rate Untreated (Ibs/ac/yr) Post Loading Rate Treated (Ibs/ac/yr) Load Rate Target (Ibs/ac/yr) Reduction Needed (Ibs/ac/yr) 0.93 0.61 0.33 0.28 ONSITE CALCULATIONS - ENTER VALUE IN YELLOW CELLS BASED ON TABLE 4 Onsite Reduction Required (%) Required Onsite Reduction Achieved? Nitrogen Phosphorus 50 YES YES In the Jordan and Lower Neuse Basins, the nitrogen export loading rate from the site does not exceed 6 Ib/ac/yr for Limited Residential, or 10 Ib/ac/yr for Multifamily N/A and Other. March 30, 2017 Version (CONSTRUCTION DRAWING STAGE ONLY) Wetland Sizing -1 IA (sf) = 354276 DA (sf) = 719804 INDA = 0.49 RV = 0.49 VWQ (cf) = 29570 DPIants (in) = 15 49% Impervious VWQ (cf) Provided 43557 147% Surface Area (sf) = 23656 28162 Adjusted for Shallow Land Required Deep Pool Area (sf) = 4731 5632 20.00% 20-25% (Forebay - 10-15%) Includes forebay - 18"-36" below PPE Required Shallow Water (sf) = 9462 11265 40% Y-6" below PPE Required Shallow Land (sf) = 9462 11265 40.00% 30-40% Temporary Inundation Zone - Top = TPE 29570 CHECK Provided Deep Pool Area (sf) = 9216 21.74% OK Provided Shallow Water (sf) = 17924 42.28% OK Provided Shallow Land (sf) = 15254 35.98% OK Surface Area Provided (sf) = 42394 OK Wetland Sizing - 2 IA (sf) = 317324 54% Impervious DA (sf) = 584742 INDA = 0.54 Rv = 0.54 VWQ (cf) Provided VWQ (cf) = 26236 31974 122% DPIants (in) = 15 Surface Area (sf) = 20989 24986 Adjusted for Shallow Land Required Deep Pool Area (sf) = 4198 4997 20.00% 20-25% (Forebay - 10-15%) Includes forebay - 18"-36" below PPE Required Shallow Water (sf) = 8395 9995 40% Y-6" below PPE Required Shallow Land (sf) = 8395 9995 40.00% 30-40% Temporary Inundation Zone - Top = TPE 26236 CHECK Provided Deep Pool Area (sf) _ Provided Shallow Water (sf) _ Provided Shallow Land (sf) _ Surface Area Provided (sf) _ 6656 20.36% OK 13035 39.87% OK 13006 39.78% OK 32697 OK Wetland Sizing - 4 IA (sf) = 96061 DA (sf) = 242552 INDA = 0.40 RV = 0.41 VWQ (cf) = 8215 DPIants (in) = 15 40% Impervious VWQ (cf) Provided 15475 188% Surface Area (sf) = 6572 7824 Adjusted for Shallow Land Required Deep Pool Area (sf) = 1314 1565 20.00% 20-25% (Forebay - 10-15%) Includes forebay - 18"-36" below PPE Required Shallow Water (sf) = 2629 3130 40% Y-6" below PPE Required Shallow Land (sf) = 2629 3130 40.00% 30-40% Temporary Inundation Zone - Top = TPE 8215 CHECK Provided Deep Pool Area (sf) = 3179 20.17% OK Provided Shallow Water (sf) = 6414 40.70% OK Provided Shallow Land (sf) = 6168 39.13% OK Surface Area Provided (sf) = 15761 OK Wetland Sizing - 5 IA (so = 316785 DA (so = 646461 INDA = 0.49 Rv = 0.49 VWQ (cf) = 26452 DPlants (in) = 15 49% Impervious VWQ (cf) Provided 36363 137% Surface Area (so = 21162 25193 Adjusted for Shallow Land Required Deep Pool Area (so = 4232 5039 20.00% 20-25% (Forebay - 10-15%) Includes forebay - 18"-36" below PPE Required Shallow Water (so = 8465 10077 40% Y-6" below PPE Required Shallow Land (so = 8465 10077 40.00% 30-40% Temporary Inundation Zone - Top = TPE 26452 CHECK Provided Deep Pool Area (so _ Provided Shallow Water (so _ Provided Shallow Land (so _ Surface Area Provided (so _ 7270 20.16% OK 14441 40.05% OK 14346 39.79% OK 36057 OK (CONSTRUCTION DRAWING STAGE ONLY)