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HomeMy WebLinkAboutApplication APPLICANT 3/31/2023 (2)380 Q Street, Ste 200 Springfield, Oregon 97477 (541)302-9790 ba ll eywi I li a ms@ao-eneccom !'e'er A Ot O Engineering LLC Drainage Memorandum To: City of Springfield Prepared by: Bailey Williams, EIT Reviewed by: Kyle Morris, PE Date: 2/1/2023 Taxmap & T.L.: 17-02-35-42 TL 200, 202, & 300 Re: Oxwood Residential Subdivision in Springfield, OR Project Overview The applicant is proposing to construct a new residential subdivision in Springfield, Oregon. Currently the subject property is vacant and is surrounded by existing residential houses and is located north of Main St, between 730 St and 75t' St. An existing storm manhole is located at the intersection of B St and 74" St approximately 250 feet north of the property. It is proposed to construct a new 12" public storm mainline within the 70 Street right-of-way from this existing manhole to the subject property. The applicant is proposing to discharge runoff from new impervious areas into the proposed new public storm main. To collect stormwater runoff on-site, the applicant is proposing to construct catch basins and roof downspouts that will be directed to a new filtration rain garden on-site. The filtration rain garden will then treat the collected stormwater runoff from new impervious area and discharge into the proposed new public storm main. Existing Conditions Currently, the property consists of around 2.12 acres of spaced out, large trees and a brush, weed, and grass mix. All run-off is assumed to drain to the north and west sides of the property given the existing elevations, while a small portion infiltrates into the ground. Run-off from the north side of the Main Street also drains to the property. Infiltration testing was done by Earth Engineers Inc., EEI, on May 11`", May 1611, and May 17" of 2022. Two infiltration tests were performed, one on the north side of the property and one on the south side of the property. Sandy fat clay was the visual soil classification of both locations. On the north side, testing was done 3 feet below grade and the measured infiltration rate was around 0.5 in/hr without a factor of safety, On the south side, testing was done 4 feet below grade and no infiltration rate was 111,age measured due to there being several inches of groundwater present in the standpipe between May 11`h and May ITh. The infiltration testing report from EEI is attached at the end of this report. The existing conditions were modeled with the following variables: Table 1: Ulstfttg C011lllrloas Variables. Basin Area Description Area (acres) CN Tc (mire) Method 13.3 Sheet Flow Property Area Brush, Poor, HSG D 2.11 83 5.5 Shallow Concentrated Flow Paved Roads w/ N Main St Open Ditches, 50% 0.18 93 10 N/A Impervious Stormwater Calculation Parameters HydroCAD software was utilized to perform hydraulic and hydrology calculations with the below parameters, taken from the City of Springfield Engineering Design Standards & Procedures Manual unless otherwise noted: Duration: On -Site Design Storm: Water quality Precipitation: 2 -Year Precipitation: 25 -Year Precipitation: Storm Distribution Table: Manning's "n' Value: Runoff Method: Time of Concentration: Proposed Stormwater System 24 Hours 2 -Year Design Storm 0.83" 3.30" 4.80" 1A-24-hour(NRCS SCS Rainfall Distributions) 0.013 Santa Barbara Urban Hydrograph Method (SBUH) 10 Minutes All new impervious areas, including roofs, runoff, paving, and parking lots, will flow into a filtration rain garden, located in Tract A, to treat the runoff before entering the public system. Per EDSPM code, the side slopes will be a maximum of 3:1. The outside of the growing medium and rock chamber layers will both be wrapped with impervious fabric to prevent groundwater from entering the storm facility and thus storm piping. The existing run-off from the northern section of Main St will be directed to a drainage ditch on the property. The ditch will span the entire length of the south property line. There will be an overflow outlet at the lowest elevation of the ditch that will discharge into the main private stormwater system. The site has the following pre -construction and post -construction flows: 2 1 P a g e Table 2: Pre -and Post -Construction Peak Flow tes. Storm Event Pre -construction Peak Flow (ch) PosMonstructlon Peak Flow (cfs) 2 -Year 0.74 0.71 25 -Year 1.38 1.31 The stormwater system was designed with the following impervious area variables. A 4:12 roof pitch on all houses was included in the impervious area calculations. See attached drainage basin map for visual. Table 3: Impervious Area 544 Basin Area Drainage Area Impervious Area(sf) CN 1 Threeplex Roof 2,968 98 Driveway 2,137 98 2 Threeplex Roof 2,968 98 Driveway 1,846 98 3 Threeplex Roof 2,968 98 Driveway 1,894 98 4 Duplex Roof 2,040 98 Driveway 600 98 5 Threeplex Roof 2,968 98 Driveway 942 98 6 Fourplex Roof 3,896 98 Driveway 1,407 98 7 Fourplex Roof 3,896 98 Driveway 1,407 98 8 Fourplex Roof 3,896 98 Driveway 1,407 98 9 Fourplex Roof 3,896 98 Driveway 1,407 98 Shared Spaces Paving (Street) 12,000 98 Paving (Parking) 2,430 98 N Main St Drainage Ditch 16,134 93 TOTAL AREA 73,107 NOTE: UNITS SHOWN ON EACH LOT FOR IMPERVIOUSAREA CQLCULATIONSARE PRELIMINARY. FINAL SIZING WILL OCCUR DURING THE BUILDING PERMIT PROCESS WHEN RESIDENTIAL UNIT SIZESARE KNOWN. The filtration rain garden and drainage ditch were designed with the following physical characteristics: Table 4: Filtration Rain Garden Physical Characteristic& Layer Invert Elevation (ft) Width (ft) Length (ft) Height (ft) Area (sf) Side Sbpes Open Storage 539.50 26 89 3 2,287-559 3:1 Growing Medium 538.50 8 71 1 559 N/A Rock Chamber 537.50 8 71 1 559 N/A 3 1 P a g e Table 5: Dmina a Ditch Ph sical Characteristics. layer Width (ft) Length (ft:) Height (ft) Area (st) Side Slopes Open 6 398 0.5 2,388-796 4:1 Storage 040 050 Elevation (ft) Elevation (ft) Elevation (ft) Hydraulic Calculations Hydraulic calculations were performed to ensure the filtration rain garden and drainage ditch were sized accordingly. Below is a summary of the HGLs for each design storm: Table 6: Filtradan Rain Garden Hydraulic Grade Lines. Table 7: Drains X Ditch AwraleFlow Lines. Facility FL[IN] FL[OUT] Flood Water Quality 2 -Year 25 -Year Facility Depth (ft) Flow Depth (ft) Flow Depth (ft) Flow Depth (ft) Drainage 040 050 Elevation (ft) Elevation (ft) Elevation (ft) HGL (ft) HGL (ft) HGL (ft) Filtration Percent Full Percent Full Percent Full Location Rain 539.50 537.50 542.50 539.94 541.70 542.13 Garden Ift) Iftl Table 7: Drains X Ditch AwraleFlow Lines. Facility Capacity lc8l Channel Water Quality Avg. 2 -Year Avg. 25 -Year Avg. 0 10" Pipe Depth (ft) Flow Depth (ft) Flow Depth (ft) Flow Depth (ft) Drainage 040 050 0.09 0.31 0.40 Ditch 10" Pipe Invert Invert For calculations regarding the filtration rain garden's 10" outlet into the public storm manhole, see below in Table 9. The following outlets are used in the filtration rain garden: Table 8: Filtration Rain Garden Outlet Summam Outlet Type Elevation (ft) Angle (deg) Routing 6" Perf Pipe 537.50 0 10" Pipe 4" Orifice 540.50 90 10" Pipe 4" Orifice 541.40 90 10" Pipe 24"x24" Grate 542.00 30 10" Pipe Below is a summary of the different pipe sizes used in the stormwater system: Table 9: Stoon"Wr System Pipe Sizing Summary. clrage Inlet Outlet Waterquality 2 -Year 25 -Year Outlet Diameter Length Slope Invert Invert Percent Full Percent Full Percent Full Location (in) (ft) (q6) Ift) Iftl M M M M H 1 12 536.36 534.78 210 0.75 15.0 32.2 47.6 (Public) clrage Filtration Rain 10 537.50 537.22 38 0.73 17.2 22.1 47.3 Garden MI -12 8 539.99 539.50 60 0.82 29.7 80.8 N/A (Private) CB1 8 542.38 542.32 6 1.0 9.0 17.4 21.3 MI -13 8 542.12 540.09 202 1.0 10.9 24.6 30.2 (Private) CB2 8 540.38 540.30 8 1.0 20.4 46.3 60.9 Drainage 4 551.00 543.32 96 8.03 9.4 36.0 47.8 Ditch A complete HydroCAD calculation package is attached with this report. Conclusion As shown in Table 6 above, stormwater is completely contained and treated, even in the 25 -year storm event, before entering the public system. The proposed filtration rain garden and drainage ditch will serve the development adequately. The proposed system is not expected to cause any damage to surrounding infrastructure. Appendix • Drainage Basin Map • Storm Scoping Sheet • EEI-Geotech Infiltration Report • Oxwood Subdivision- HydroCAD Report 5 1 P a g e i NOTE: UNITS SHOWN ON EACH LOT FOR IMPERVIOUS AREA CALCULATIONS ARE PRELIMINARY. FINAL SIZING WILL \ OCCUR DURING BUILDING PERMIT PROCESS WHEN RESIDENTIAL UNIT SIZES ARE KNOWN LOT 5 LOT 4 1 777777 - 1 1 L T8 1 1 1 1 LO 9 1 1 1 � i M CENTERLINE = L: � e_l � 1, ®_ Storm Planter = 2,287 SF �- Drainage Ditch = 2,388 SF 7 Paving (N -S) = 4,677 SF Lots 1-9 = 42,543 SF I Parking = 2,430 SF I N Main St = 16,134 SF Paving (W -E) = 7,323 SF f � 1 _ 1 1 1 1 1 1111 L 6 J11 LOT 1 LOT 2 LOT 3 L---- i NOTE: UNITS SHOWN ON EACH LOT FOR IMPERVIOUS AREA CALCULATIONS ARE PRELIMINARY. FINAL SIZING WILL \ OCCUR DURING BUILDING PERMIT PROCESS WHEN RESIDENTIAL UNIT SIZES ARE KNOWN LOT 5 LOT 4 1 777777 - 1 1 L T8 1 1 1 1 LO 9 1 1 1 � i M CENTERLINE = L: � e_l � 1, ®_ Storm Planter = 2,287 SF �- Drainage Ditch = 2,388 SF 7 Paving (N -S) = 4,677 SF Lots 1-9 = 42,543 SF I Parking = 2,430 SF I N Main St = 16,134 SF Paving (W -E) = 7,323 SF f � 1 _ 1 1 1 1 1 1111 L 6 J11 DEVELOPMENT AND PUBLIC WORKS SPRINGFIELD OY 225 FIFTH STREET OREGON SPRINGFIELD, OR 87477 PHONE: 541.726.3753 FAX: 541.726.1021 www.springfialdorgov STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK ------ -------------- _(Area below dds Unefilhdaid by Appheaht)-------- ------- (Please return to Clayton AkEachern @ City of5pring field Deselopaent and Public Works, Fax # 736-1021, Phone # 736-1036), enaul: inceachern@springfreldor.gov Project Name: Oxwood Subdivision Applicant: A&O Engineering LLC Assessors Parcel #: 17-02-35-42 - 200 & 202 Date: 04/25/2022 LandUse(s): Residential Phone #: (541) 302-9790 Project Size (Acres): 1.56 Fax #: Approx. Impervious Area: 1.25 Email: kylemorris@ao-engr.Com Project Description (Include a copy of Assessor's map): Construct townhouse subdivision development with private drive and stormwater infrastructure. Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary: Utilize infiltration if test results come back good. If overflow is necessary either construct weepholes through curb from pump catch basins or construct new public stormline to existing catch basin north of site at intersection of 74th Street and B Street. Proposed Stormwater Best Management Practices: Construct either individual stormwater planters on-site or pervious pavement for the driveway. Potentially build underground rock chambers for infiltration after treatment if infiltration rates are good. /Area below ddrtine /fIIeetoutby the City andRebanMk theAaabeand (At a nuninuas, all boxes checked by the City on the frontad back ofthis sheet shall be submitted or an application to be con Tete or subnuto( although other requirentents inay be necess Drainage Study Tyne (EDSPM Section 4.03.2): (Note. UH may be substituted for Rational Method) Z Small Site Study — (use Rational Method for calculations) ❑ Mid -Level Development Study—(use Unit Hydrograph Method for calculations) ❑ Full DIainage Development Study- (use Unit Hydrograph Method for calculations) Environmental Considerations: ❑ Wellhead Zone: 99 year ❑ Hillside Development: n/a ❑ Wedand/Riparnm n/a ❑ Floodway/Floodplain: n/a ❑ Soil Type: part of the site is mapped as hydric soils. ❑ Other Jurisdictions n/a Downstream Analysis: The catch basin/line at 74th and B is already overloaded -if the site can't be infiltrated Elm than a new storm drain line willneed to be extended from the manhole at 74th and B- I N/A can't allow anything other than an overflow for a curb weephole here. Flow line for starting water surface elevation: Design HGL to use for starting water surface elevation: Manhole/Junction to take analysis to: Return to Clayton McEachem @ City of Springfield, email cmceachem@spn gfek1-cr,gov, FAX.." (541) 7361021 COMPLETE STUDY ITEMS ° Bared upon the infornmtionprovided on tie front ofthir sheet, tie following represents a numinunn of what it needed far on application to be complete for submittal with respect to drainage; however, this Inst should not be used in lieu ofthe Springfield Development Cock (SDC) or the City's Engineering Design Manual. Compliance with these requirennents does not constitute site approval, Additional site specific information nmy be required Note: Upon scoping sheet subnuteg ensure completed fornn has been signed in the space provided belmv: Interim Design Standards/Water Quality (EDSPM Chapter 3 Req'd N/A Z❑ drains. All non -building rooftop (NBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catchbasin w/oil filtration Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or Private stormwater easements shall be clearly depicted on plans when private stormvater flows from one property to media) for stops waster quality. Additionally, a minimum of 50% of the NBR impervious surface shall be treated by proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 lb load another. vegetated methods. ® ❑ Where required, vegetative stormvater design shall be consistent with design standards (EDSPM Section 3.02), set forth Manning's "n" values for pipes shall be consistentwith Table 4-1 of the EDSP. All storm pipes shall be designed to residential building roofs (EDSP Section 3.03A A). Additional provisions apply to this as required by the DEQ. Refer to in Chapter 2 of the Eugene Ster swater Management Manual. Z❑ thewebsite: htto:/lwww..deo.state.or.us/Wa/uic/iic.htm for more information. For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events. by the Eugene Stonmvater Management Manual (Sec2A.1). Z❑ *Thisform shall be hasluded as cm Ntachmesq tuide 1hefront cover, ofihe sinrmuvder study. If a ston rwater treatment smile is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes, *IMPORTANT ENC/NEER PLE4SEREAD BELOWAND SIGN' bottom slope, and seed mix consistent with City of Springfield or Eugene's Stormwater Management Manual. Z❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM. 121 El All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shall be provided with secondary containment or weather resistant enclosure. General Study Requirements EDSPM Section 4.03 ZF-] Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon. 0 F-] A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map. ZF-] Calculations showing system capacity for a 2 -year stone event and overflow effects of a 25 -year storm event The time of concentration (Tc) shall be determined using a 10 minute start time for developed basins. Review ofDownstrenm System EDSPM Section 4.03.4.0 ❑ ❑ A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the Oregon Plumbing Specialty Code (OPSC). see notes on previous page. Elevations of the HGL and flow lines for both city and private systems where applicable. Ofth�er/Miscellaneous CJ Design of Storm Systems (EDSPM Section 4.04). Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set. drains. 0 Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or Private stormwater easements shall be clearly depicted on plans when private stormvater flows from one property to proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 lb load another. F/ without failure of the pipe structure. Drywells shall not receive runoff from any surface w/o being treated by one or more BMPs, with the exception of Manning's "n" values for pipes shall be consistentwith Table 4-1 of the EDSP. All storm pipes shall be designed to Ofth�er/Miscellaneous CJ ❑ Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site drains. 0 ❑ Private stormwater easements shall be clearly depicted on plans when private stormvater flows from one property to another. F/ ❑ Drywells shall not receive runoff from any surface w/o being treated by one or more BMPs, with the exception of residential building roofs (EDSP Section 3.03A A). Additional provisions apply to this as required by the DEQ. Refer to thewebsite: htto:/lwww..deo.state.or.us/Wa/uic/iic.htm for more information. ZF-1 Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events. *Thisform shall be hasluded as cm Ntachmesq tuide 1hefront cover, ofihe sinrmuvder study. *IMPORTANT ENC/NEER PLE4SEREAD BELOWAND SIGN' As the engineer of record, I hereby certify the above required items are complete and included with the submitted stormvater study and plan set. Signature Date Form Version 5: June 2015 Earth Engineers, Inc. May 23, 2022 4660 Main Street, Suite 100 • Springfield • OR 97478 Phone: 541-393-6340 Oxwood Properties LLC Attention: Kyle Bressler and Noah Lacey 88695 Gentry Street Eugene, Oregon 97402 www.earth-engineers.com (P) 541.337.9307 Email: noahl aceyconstructiontD am ail. com E-mail: kylebresslertDlanzcabinets.com Subject: Infiltration Test Results 74'h Street (vacant lot located between 7417 A Street and 232 74th Steet) Springfield, Lane County, Oregon 97403 EEI Report No. 22-130-1 Dear Kyle and Noah, Earth Engineers, Inc. (EEI) is pleased to submit the results of our infiltration testing conducted on the vacant lot on 74th Street (vacant lot located between 7417 A Street, Springfield, Oregon and 232 74th Steet, Springfield, Oregon) in Springfield, Oregon. Our work was performed in accordance with our Standard Professional Agreement 22-P192, dated April 25, 2022, which you signed on May 9, 2022. Infiltration tests, IT -1 and IT -2, were performed on May 11, 2022, May 16, 2022 and May 17, 2022. The locations were excavated by Noah Lacey with Noah Lacey Construction using a Kubota mini excavator. The infiltration tests, IT -1 and IT -2, were performed at an approximate depth of 4 and 3 feet, respectively, as requested, below existing site grade. In the infiltration test locations, IT -1 and IT -2, we encountered approximately 6 inches of dark brown, moist topsoil with up to Y4" diameter roots, overlying dark brown, moist to wet, sandy fat clay. Heavy groundwater seepage was observed at the testing depth of 4 feet below existing grade in IT -1 (south side of site). In addition, Mr. Lacey excavated one test hole to observe groundwater depth in the approximate middle of the site (between the locations of IT -1 and IT -2). Heavy groundwater seepage was observed in the test hole at approximately 4 to 5 feet below existing grade. The infiltration tests were conducted in general accordance with the current City of Springfield Design Standards for infiltration testing (available at httos://www.sorinafeld-or.aoy/wp- content/uoloads/2019/01/Final Stormwater Facility Master Plan- 10-10-08.odf). In accordance with the Encased Falling Head test procedure, six-inch diameter solid PVC casing (stand pipe) was embedded about two to three inches into the soil at the bottom of the EEI Report No. 22-130-1 May 23, 2022 Page 2 of 2 hole, at each test location. Approximately three inches of clean gravel was then placed in the bottom of each stand pipe to protect the soil at the bottom of the pipe from scouring. A minimum 4 -hour presoak was performed at IT -1 and IT -2 because, after filling the standpipe with 12 inches of water (twice), all of the water did not seep away in less than 10 minutes. After the presoak was completed, trials were performed by filling each solid six-inch diameter standpipe casings with 12 inches of water above the soil at the bottom of the pipe, and measuring the water level after set time intervals. A total of 4 trials were performed at IT -2 (a minimum of three is required), until the percent change in measured infiltration rate between two successive trials was minimal. See note below for IT -1. The results of our infiltration testing and washed gradation are summarized in Table 1 below. Note that the reported infiltration rates in Table 1 are ultimate values and do not include a factorof safety. Table 1: Summary of Infiltration Testing and Washed Gradation Results. *Note that no infiltration testing trials were performed at IT -1 because several inches of groundwater were present in the standpipe from the time we started observing IT -1 on May 11, 2022 to the completion of testing at IT -2 on May 17, 2022. In addition, note that the source of the water in the standpipe at IT -1 appeared to be groundwater and not stormwater runoff because we observed groundwater at the bottom of the hole during excavation and the top of the standpipe was covered to prevent moisture intrusion from rain into the top ofthe pipe. If you have any questions pertaining to this report, or if we may be of further service, please contact our office at 541.393.6340. Sincerely, Earth Engineers, Inc. Greg Thibeaux, P.E. Raymond V. Aliperti Geotechnical Engineer Branch Manager Distribution (1 electronic copy): Addressee, noahlaceyconstructionOgmail. com, kylemorrisOao-enqr.com Washed Measured Test Approximate Test Approximate Visual Soil Gradation Infiltration No. Location Test Elevation Classification (% passing Rate #200 sieve) South side of site, 4 feet below Sandy Fat IT -1 as requested existing grade Clay 65 None* North side of site, 3 feet below Sandy Fat Yz inch per IT -2 _ as requested existing grade Clay hour *Note that no infiltration testing trials were performed at IT -1 because several inches of groundwater were present in the standpipe from the time we started observing IT -1 on May 11, 2022 to the completion of testing at IT -2 on May 17, 2022. In addition, note that the source of the water in the standpipe at IT -1 appeared to be groundwater and not stormwater runoff because we observed groundwater at the bottom of the hole during excavation and the top of the standpipe was covered to prevent moisture intrusion from rain into the top ofthe pipe. If you have any questions pertaining to this report, or if we may be of further service, please contact our office at 541.393.6340. Sincerely, Earth Engineers, Inc. Greg Thibeaux, P.E. Raymond V. Aliperti Geotechnical Engineer Branch Manager Distribution (1 electronic copy): Addressee, noahlaceyconstructionOgmail. com, kylemorrisOao-enqr.com zzs 4S Bd na C.did.s FINUA. tn Card. 25 �A7 Fitral Ran d. ml (PWIk) 27S 31S 28S La t �La 5 30S W22 295 MH2t—,\\ ryrppp,,, nala Ld4 Ld 3 PaMm � 36S CBI (S) MH3`ry pppt.) Pae q(N E) 30lR Dkd OtPVa 41pppR C.vayarca Dt& 38S N Man SI Subcat Reach m Link CM(N) PaNna(N6) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2c s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2 -Year Type IA 24 -hr Default 24.00 1 3.30 2 2 25 -Year Type IA 24 -hr Default 24.00 1 4.80 2 3 WQ Type IA 24 -hr Default 24.00 1 0.83 2 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 3 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.115 83 Brush, Poor, HSG D (22S) 0.276 98 Paved parking, HSG C (3S, 27S, 28S, 32S, 33S, 34S, 35S) 0.053 98 Paved parking, HSG D (4S) 0.354 98 Paved roads w/curbs & sewers, HSG C (29S, 30S, 31 S, 36S, 37S) 0.741 93 Paved roads w/open ditches, 50% imp, HSG D (22S, 38S) 0.677 98 Unconnected roofs, HSG C (27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 35S) 4.216 90 TOTALAREA Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 4 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.308 HSG C 3S, 27S, 28S, 29S, 30S, 31S, 32S, 33S, 34S, 35S, 36S, 37S 2.908 HSG D 4S, 22S, 38S 0.000 Other 4.216 TOTALAREA Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 5 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatc (acres) (acres) (acres) (acres) (acres) (acres) Cover Number. 0.000 0.000 0.000 2.115 0.000 2.115 Brush, Poor 0.000 0.000 0.276 0.053 0.000 0.329 Paved parking 0.000 0.000 0.354 0.000 0.000 0.354 Paved roadsw/curbs & sewers 0.000 0.000 0.000 0.741 0.000 0.741 Paved roadsw/open ditches, 50% imp 0.000 0.000 0.677 0.000 0.000 0.677 Unconnected roofs 0.000 0.000 1.308 2.908 0.000 4.216 TOTAL AREA Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 6 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Width Diann/Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 30R 547.12 542.55 91.6 0.0499 0.013 0.0 4.0 0.0 2 14P 542.38 542.32 6.0 0.0100 0.013 0.0 8.0 0.0 3 23P 540.38 540.30 8.0 0.0100 0.013 0.0 8.0 0.0 4 25P 537.50 537.22 38.0 0.0074 0.013 0.0 10.0 0.0 5 27P 536.36 534.78 210.0 0.0075 0.013 0.0 12.0 0.0 6 28P 539.99 539.50 60.0 0.0082 0.013 0.0 8.0 0.0 7 29P 542.12 540.09 202.0 0.0100 0.013 0.0 8.0 0.0 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 7 Line# Node Number Notes Listing (all nodes) Notes 1 27S 1: Roof (including 4:12 roof pitch) 2 2: Driveway 3 28S 1: Roof (including 4:12 roof pitch) 4 2: Driveway 5 29S 1: Roof (including 4:12 roof pitch) 8 2: Driveway 7 30S 1: Roof (including 4:12 roof pitch) 8 2: Driveway 9 31S 1: Roof (including 4:12 roof pitch) 10 2: Driveway 11 32S 1: Roof (including 4:12 roof pitch) 12 2: Driveway 13 33S 1: Roof (including 4:12 roof pitch) 14 2: Driveway 15 34S 1: Roof (including 4:12 roof pitch) 18 2: Driveway 17 35S 1: Roof (including 4:12 roof pitch) 18 2: Driveway 19 38S Proposed drainage ditch along the north section of Main St 20 41R 4:1 side slopes used for GRASS Swale Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24-hr 2-Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 8 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment3S: Parking Runoff Area=2,430 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.04 cfs 0.014 of Subcatchment4S: Filtration Rain Garden Runoff Area=2,287 sf 100.00%Impervious Runoff Depth=3.07" Tc=5.0 min CN=0/98 Runoff=0.04 cfs 0.013 of Subcatchment22S: Existing Conditions Runoff Area=108.251 sf 7.45%Impervious Runoff Depth=1.79" Flow Length=430' Tc=28.8 min CN=83/98 Runoff=0.74 cfs 0.372 of Subcatchment27S: Lot 1 Runoff Area=5,105 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.09 cfs 0.030 of Subcatchment28S: Lot 2 Runoff Area=4,814 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.08 cfs 0.028 of Subcatchment29S: Lot 3 Runoff Area=4,882 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.08 cfs 0.029 of Subcatchment30S: Lot 4 Runoff Area=2,840 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.04 cfs 0.015 of Subcatchment3l S: Lot 5 Runoff Area=3,910 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.07 cfs 0.023 of Subcatchment32S: Lot 6 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.09 cfs 0.031 of Subcatchment33S: Lot 7 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.09 cfs 0.031 of Subcatchment34S: Lot 8 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.09 cfs 0.031 of Subcatchment35S: Lot 9 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.09 cfs 0.031 of Subcatchment36S: Paving)W-E) Runoff Area=7,323 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.12 cfs 0.043 of Subcatchment37S: Paving (N-S) Runoff Area=4,877 sf 100.00%Impervious Runoff Depth=3.07" Tc=10.0 min CN=0/98 Runoff=0.08 cfs 0.027 of Subcatchment38S: N Main St Runoff Area=18.134 sf 50.00%Impervious Runoff Depth=2.58" Tc=10.0 min CN=88/98 Runoff=0.23 cfs 0.080 of Reach 30R: Ditch OverflowPipe Avg. Flow Depth=0.14' Max Vel=4.48fps Inflow=0.15cfs 0.079af 4.0" Round Pipe n=0.013 L=91.8' S=0.0499'/' Capacity=0.43 cfs Outflow=0.15 cfs 0.079 of Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2c s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 9 Reach 41R: Conveyance Ditch Avg. Flow Depth=0.31' Max Vel=0.15 fps Inflow=0.23 cfs 0.080 of n=0.250 L=398.0' S=0.0050'f Capacity=0.40 cfs Outflow=0.15 cfs 0.079 of Pond 14P: CB1 (S) Peak Elev=542.87' Inflow=0.16 cfs 0.057 of 8.0" Round Culvert n=0.013 L=6.0' S=0.0100'/' Outflov -0.16 efs 0.057 of Pond 23P: CB2 (N) Peak Elev=542.20' Inflow=0.08 efs 0.027 of 8.0" Round Culvert n=0.013 L=8.0' S=0.0100'/' Outflov -0.08 cfs 0.027 of Pond 25P: Filtration Rain Garden Peak Elev=541.70' Storage=2,753 cf Inflow=1.13 cfs 0.427 of Outflow=0.71 cfs 0.427 of Pond 27P: MH1 (Public) Peak Elev=536.82' Inflow=0.71 cfs 0.427 of 12.0" Round Culvert n=0.013 L=210.0' S=0.0075'f Outflow=0.71 cfs 0.427 of Pond 28P: MH2 (Private) Peak Elev=542.20' Inflow=1.09 cfs 0.414 of 8.0" Round Culvert n=0.013 L=60.0' S=0.0082'/' Outflow=1.09 cfs 0.414 of Pond 29P: MH3 (Private) Peak Elev=542.85' Inflow=0.65 cfs 0.261 of 8.0" Round Culvert n=0.013 L=202.0' S=0.0100'f Outflow=0.65 cfs 0.261 of Total Runoff Area = 4.216 ac Runoff Volume = 0.799 of Average Runoff Depth = 2.27" 58.95% Pervious = 2.485 ac 41.05% Impervious = 1.731 ac Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 10 Summary for Subcatchment 3S: Parking Runoff = 0.04 cfs @ 7.98 hrs, Volume= 0.014 af, Depth= 3.07" Routed to Pond 14P : CB1 (S) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 2,430 98 Paved parking, HSG C 2,430 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Parking Hydrogreph 0.044. ______�_�__ �_�_�_'__'-�___�_�_�___ ■Runoff ewm 0.042 .'i*s}- - 9.930 a P 0.936 " --------------'-------;-;-:-'2p,Ye'ar Ra1hfa�401-13�i0"-- 0.934 -'i ----i 1-1------i�----1-'i-i-i1-i4L i' 430L L�rlb##���_ � 6#- 0.m ' ------ - ---------- - ---- - # - - y�.0$4- f 0.024 ---- -- ---- - ---- RuhaffDhptlh=307"- _r_ r 0.02'ia- ` -----`-----'-' ` ` . . . 0i1 1 0.018 0016N= 0.014 - - - - 0012 - 0.01 -----i---------------------- 0.006 0.004 0.002 0 04 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g sin 04993 © 2022 HydroCAD Software Solutions LLC Pace 11 Summary for Subcatch me nt4S: Filtration Rain Garden [49] Hint: Tc<2dt may require smaller dt Runoff = 0.04 cfs @ 7.90 hrs, Volume= 0.013 af, Depth= 3.07" Routed to Pond 25P : Filtration Rain Garden Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 2,287 98 Paved parking, HSG D 2,287 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, O a44 0.042 -------�i-� 0.04 ----------- ---- - -- 0.038 0 ------ - -- 0.034 0.082 - - - - -- - -- 0.028 ------ - -- O.Om ------ - -- 0.024 ------ - -- 0.022 ----------- - o.oz u 0.018 -- -- - Subcatchment 4S: Filtration Rain Garden -,-r-r- ,-,-r-r- - ,-r-- ■rw�rr Ty'pi-`,IA �4+f- -= '2rYe'at Rainfall=3.30", - .... 1zu'nbffa4r6El=2,2$7 sf- RupOf 'w un7�=0.013 - RunoffDlepth=3.07" TC=5.0 min a � Hr7GF:3 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 12 Summary for Subcatchment 22S: Existing Conditions Runoff = 0.74 cfs @ 8.06 hrs, Volume= 0.372 af, Depth= 1.79" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 92,117 83 Brush, Poor, HSG D 16,134 93 Paved roads w/open ditches, 50% imp, HSG D 108,251 84 Weighted Average 100,184 83 92.55% Pervious Area 8,067 98 7.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 130 0.0385 0.16 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.30" 5.5 300 0.0167 0.90 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 10.0 Direct Entrv. 28.8 430 Total Subcatchment 22S: Existing Conditions XydrogrMh Time (hours) Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 13 Summary for Subcatchment 27S: Lot 1 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.09 cfs @ 7.98 hrs, Volume= 0.030 af, Depth= 3.07" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 2,137 98 Paved parking, HSG C 5,105 98 Weighted Average 5,105 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 27S: Lot 1 a.� pR l 0.075------�-�-- el Ye'arRainfall=3.30" 0.07-61iisrrbff`A-r&a sf- Ow o�iiifDlep----- 57 T&10.0 rhin 0.02 aas a.m . ---i-+ Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 14 Summary for Subcatchment 28S: Lot 2 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.08 cfs @ 7.98 hrs, Volume= 0.028 af, Depth= 3.07" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 1,846 98 Paved parking, HSG C 4,814 98 Weighted Average 4,814 98 100.00°x6 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 28S: Lot 2 ------------------------------------------------ 0.aa -'� --- ----- xyR jA - 00.07 l -1-I RIiItfa'ff=3:30" 0m 1 1 -I I 0.0ss ------ - -- -------- - ------ ----Au'?Ibff!AT-64--4,8,,`4,rf- 0.as ' 0.as -- - - -' ----- - ------ - - - -R'rrfloffDlept'h=3-.47"-- 0.09s ° T =10.0 rain 0.0 0 __ -� -� -�-I - I - T - I a.m ' Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 15 Summary for Subcatchment 29S: Lot 3 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.08 cfs @ 7.98 hrs, Volume= 0.029 af, Depth= 3.07" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Impew., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 1,894 98 Paved roads w/curbs & sewers, HSG C 4,862 98 Weighted Average 4,862 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 29S: Lot 3 a pas �el 0.0]5 t-1---nhff a.o,---aA-4- Ar64='4,8!62 sf- _#f �pt�lm�-0. aunoff eeptlh=$.07" -,71-1--: bin r70.@i- I ------ - - --- 0.015 , 0.01 Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 16 Summary for Subcatchment 30S: Lot 4 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.04 cfs @ 7.98 hrs, Volume= 0.015 af, Depth= 3.07" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Impew., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 2,040 98 Unconnected roofs, HSG C 600 98 Paved roads w/curbs & sewers, HSG C 2,640 98 Weighted Average 2,640 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 30S: Lot 4 0.a4e ---- - - - - - --- -- - - - ---I- - - - - -I- -I- - - - -�--- - - - - ■rw�rr I T- 7 T- 0.044 Typi- A �4 h�= 0.042 � �- �- �-i-t--- 'r ter'-�_i_L �_ �_ �-�_i_i_L_� �_ �r1-�- ---- 0.Oq _____-_-_- ----------------------'�2rYzatRaitrfa'ff=3-.30"-- o.mfi ---- - - -- ---- - - - - ---�- - -;_ ';R ff%"02,5'40=¢f= 0.034 -------- - -------- - ------ - - a.mz ---- - - - ----'- `-'- =XunoO,�lolu'�mq-b-O� $; f 0.IX1 ----- ---- - - - - ---�- - 0.02a k�'uaaif-bieptlh=9.b�r 0 0.024 ________�______ �_�_�_�_�_'_ �_ �_�_�_ Ti 10.0 O.fi22 rhin 0.018 --- - - ------'- - - ----'--'- - - - - 0.014 - - - - - �_ �_ 0.012 ._ - - - _�__�_ r r 0.01 _____ --i_�i-i-i-'i-'r-'i 0.o0fi ____,_. 0,006 ----- ----P-� Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 17 Summary for Subcatchment 31S: Lot 5 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.07 cfs @ 7.98 hrs, Volume= 0.023 af, Depth= 3.07" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Impew., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 942 98 Paved roads w/curbs & sewers, HSG C 3,910 98 Weighted Average 3,910 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 31S: Lot 5 0.07 a.aes rYP� I_A_ a.ce ------ ---- ----------�------ �- --2rYe'at- Rainfall --130---- R'unoffVPurrl pf a. F&90.-0 rnirr /fl8 aa� a.az IIIIIIIIII III 0.015 0.01 Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 18 Summary for Subcatchment 32S: Lot 6 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.09 cfs @ 7.98 hrs, Volume= 0.031 af, Depth= 3.07" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 32S: Lot 6 ■ a�oorr Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 19 Summary for Subcatchment 33S: Lot 7 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.09 cfs @ 7.98 hrs, Volume= 0.031 af, Depth= 3.07" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 33S: Lot 7 ■ a�oorr Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment 34S: Lot 8 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.09 cfs @ 7.98 hrs, Volume= 0.031 af, Depth= 3.07" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 34S: Lot 8 ■ a�oorr Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 21 Summary for Subcatchment 35S: Lot 9 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.09 cfs @ 7.98 hrs, Volume= 0.031 af, Depth= 3.07" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 35S: Lot 9 ■ a�oorr Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 22 Summary for Subcatchment 36S: Paving (W -E) Runoff = 0.12 cfs @ 7.98 hrs, Volume= 0.043 af, Depth= 3.07" Routed to Pond 14P : CB1 (S) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" Area (sf) CN Description 7,323 98 Paved roads w/curbs & sewers, HSG C 7,323 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 36S: Paving (W -E) Time (hours) 0.13 -----,-, ---, -, "tape IA 24 -fir 0.12 0.112,Year Rei : 'nfaM3.3©" -i 0., RunOff'A - ii rpa-7' sf U nP ff';Vo me=0;04 I Af I Ruhbff!Dept h=3.07" a� - -----, -, -, -, --------- -, -, -'Tc=10.0 rnfn - a.as 0.� ' -------------------- CN=d,/ 8 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24-hr 2-Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 23 Summary for Subcatchment 37S: Paving (N-S) Runoff = 0.08 cfs @ 7.98 hrs, Volume= 0.027 af, Depth= 3.07" Routed to Pond 23P : CB2 (N) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr 2-Year Rainfall=3.30" Area (sf) CN Description 4,677 98 Paved roads w/curbs & sewers, HSG C 4,677 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 37S: Paving [N-S) HydrogrMh ■ Rumff 0.00 i i i i i i i i i i i i i i 0.075 7ybe''1A 24-hr 0.07 -----;- -- - ----- - -------1-.-2,Ye'a1- Rai rtfa'1L=33,0"-- B Bss a.� --------- -- -,, s -RU!n fYAi-d4=4,677 e- , a.as ------ - ----- - ---- -RuhaffD-�pYh=3,-O� T ` Td-1 0.0 rhin 00� ' 0.015 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 24 Summary for Subcatchment 38S: N Main St Proposed drainage ditch along the north section of Main St Runoff = 0.23 cfs @ 7.98 hrs, Volume= 0.080 af, Depth= 2.58" Routed to Reach 41 R : Conveyance Ditch Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 2 -Year Rainfall=3.30" 16,134 93 Paved roads w/open ditches, 50% imp, HSG D 8,067 88 50.00% Pervious Area 8,067 98 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 38S: N Main St Hydrotiraph Time (hours) Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 25 Summary for Reach 30R: Ditch Overflow Pipe [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.370 ac, 50.00% Impervious, Inflow Depth > 2.57" for 2 -Year event Inflow = 0.15 cfs 8.26 hrs, Volume= 0.079 of Outflow = 0.15 cfs 8.27 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.2 min Routed to Pond 29P : MH3 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 4.48 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.27 fps, Avg. Travel Time= 0.7 min Peak Storage= 3 cf @ 8.27 hrs Average Depth at Peak Storage= 0.14' , Surface Width= 0.33' Bank -Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.43 cfs 4.0" Round Pipe n= 0.013 Length= 91.6' Slope= 0.0499 'f Inlet Invert= 547.12', Outlet Invert= 542.55' ft Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type 1A 24 -hr 2 -Year RaiI Prepared by A&O Engineering LLC Printed 2/1/2023 HydroCADID10.20-20 s/n04993 02022HydroCAD Softwam Solutions LLC Paae 26 Reach 30R: Ditch Overflow Pipe Reach 30R: Ditch Overflow Pipe F0—P-----,Y i 1-7-7 - - - 7 - 7 - IF - i lnfl6wArea--0.370 ad Avg. Flow Depth=O. 14' Ma I xVel=4.48 fps 4.011 RdUnd Pipe 110 !n--0.013 1.6� --- bohpl" --pacny=0.43 cfcL- ... .... .... .... .... .... .... .... ... . ... .... .... .... ................... .... .... .... Reach 30R: Ditch Overflow Pipe F0—P-----,Y i Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 27 Reach 30R: Ditch Overflow Pipe S[aege cubic-beQ Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 28 Summary for Reach 41R: Conveyance Ditch 4:1 side slopes used for GRASS swale Inflow Area = 0.370 ac, 50.00% Impervious, Inflow Depth = 2.58" for 2 -Year event Inflow = 0.23 cfs 7.98 hrs, Volume= 0.080 of Outflow = 0.15 cfs 8.26 hrs, Volume= 0.079 af, Atten= 32%, Lag= 16.8 min Routed to Reach 30R : Ditch Overflow Pipe Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 0.15 fps, Min. Travel Time= 43.1 min Avg. Velocity = 0.07 fps, Avg. Travel Time= 90.4 min Peak Storage= 400 cf @ 8.26 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 4.48' Bank -Full Depth= 0.50' Flow Area= 2.0 sf, Capacity= 0.40 cfs 2.00' x 0.50' deep channel, n= 0.250 Side Slope Z -value= 4.0'f Top Width= 6.00' Length=398.0' Slope= 0.0050 'f Inlet Invert= 556.00'. Outlet Invert= 554.00' Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 29 0. 0. 0. 0. 0. 6. G 6. Reach 41R: Conveyance Ditch �: - ---- ----- --- - __---'_ --------- - - - - -- r 7 F JnfiO* *9I= .37 -,--'pyg:-Flow -QeptFro-.3V --- 1 Q --fps -- -n=4.290 -------------S=0y0050 `/' - Caact 48-c' 4 _ 2 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 MV 28 29 30 31 32 33 34 35 36 Time (h.) Reach 41R: Conveyance Ditch Stade-Discharge 5 __---'_ --------- - - - - -- 4 2 4 -- 6 4 _ 2 - 6 q _ i , 2 -- ---------------- --'_____�__'__�___'--------- '__'------ ----------- '--------- ---------- ------ - ---------- - - ------ - ------ - - -- ------ 4 2 0 ., o,Zt ; tom) Fm—, ------k ■ = ❑ Primary Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 30 Reach 41R: Conveyance Ditch Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 31 Summary for Pond 14P: CB1 (S) Inflow Area = 0.224 ac,100.00% Impervious, Inflow Depth = 3.07" for 2 -Year event Inflow = 0.16 cfs 7.98 hrs, Volume= 0.057 of Outflow = 0.16 cfs 7.98 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs 7.98 hrs, Volume= 0.057 of Routed to Pond 29P: MH3 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 542.87'@ 8.09 hrs Flood Elev= 545.17' Device Routing Invert Outlet Devices #1 Primary 542.38' 8.0" Round 8" Pipe L= 6.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 542.38'/ 542.32' S= 0.0100'f Cc= 0.900 n=0.013, Flow Area= 0.35 sf Primary OutFlow Max=0.00 cfs @ 7.98 hrs HW=542.81' TW=542.81' (Dynamic Tailwater) 1-1=8" Pipe ( Controls 0.00 cfs) Pond 14P: CB1 (S) a.,a ----------------------- i�gr 0.17 `----------,}��r 01 A-ijfk4�-�G�s4�fr+������- 0.16 0.1= e > � V=$4 $ 7- 0.14 0.13 - -7- _�� 0.12 -,-,- --Rtun 0.11 'truivieiti- 0., €0.W 0.W i:4" 0.07 0., 0.04 -- - - - - - -�--�- - -- ----- ------ 0.02 nni Tim. (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 32 Pond 14P: CB1 (S) ois.h.,. 1=rg Pond 14P: CBI (S) ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 33 Summary for Pond 23P: CB2 (N) Inflow Area = 0.107 ac,100.00% Impervious, Inflow Depth= 3.07" for 2 -Year event Inflow = 0.08 cfs 7.98 hrs, Volume= 0.027 of Outflow = 0.08 cfs 7.98 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs 7.98 hrs, Volume= 0.027 of Routed to Pond 28P: MH2 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 542.20'@ 8.09 hrs Flood Elev= 542.80' Device Routing Invert Outlet Devices #1 Primary 540.38' 8.0" Round 8" Pipe L= 8.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 540.38'/ 540.30' S= 0.0100'/ Cc= 0.900 n=0.013, Flow Area= 0.35 sf Primary OutFlow Max=0.00 cfs @ 7.98 hrs HW=542.05' TW=542.14' (Dynamic Tailwater) 1-1=8" Pipe ( Controls 0.00 cfs) Pond 23P: CB2 (N) Time (hours) ❑Primary 0.005 -� --- �- - -�---#�k-red=�,'�7 ac 0.W---- 0.00 0.055 --,------ 8.0„ a.as ---- - - -,-I .- ... -��- - - -�� -- - -. Round Culvert- a.0s n=0.013 ON L=8.W Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 34 542 541 Pond 23P: CB2 (N) Pond 23P: CB2 (N) ■ am,arr ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 35 Summary for Pond 25P: Filtration Rain Garden Inflow Area = 1.731 ac, 89.30% Impervious, Inflow Depth > 2.96" for 2 -Year event Inflow = 1.13 cfs 7.99 hrs, Volume= 0.427 of Outflow = 0.71 cfs 8.36 hrs, Volume= 0.427 af, Atten= 37%, Lag= 22.8 min Primary = 0.71 cfs 8.36 hrs, Volume= 0.427 of Routed to Pond 27P : MH1 (Public) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 541.70'@ 8.36 hrs Sud.Area= 2,886 sf Storage= 2,753 cf Flood Elev= 542.50' Surf.Area= 3,405 sf Storage= 4,380 cf Plug -Flow detention time= 100.2 min calculated for 0.427 of (100% of inflow) Center -of -Mass det. time= 100.0 min ( 789.2 - 689.3 ) Volume Invert Avail.Storage Storage Description #1 539.50' 4,128 cf Open Storage (Prismatic)Listed below (Recalc) #2 538.50' 56 cf Growing Medium (Conic)Listed below (Recalc) 559 cf Overall x 10.0% Voids #3 537.50' 196 cf Rock Chamber (Conic)Listed below (Recalc) 559 cf Overall x 35.0% Voids 4,380 cf Total Available Storage Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 539.50 559 0 0 540.50 1,065 812 812 541.50 1,640 1,353 2,165 542.50 2,287 1,964 4,128 Elevation Sud.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 538.50 559 0 0 559 539.50 559 559 559 643 Elevation Sud.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 537.50 559 0 0 559 538.50 559 559 559 643 Device Routing Invert Outlet Devices #1 Primary 537.50' 10.0" Round 10" Pipe L= 38.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 537.50'/ 537.22' S= 0.0074'f Cc= 0.900 n=0.013, Flow Area= 0.55 sf #2 Device 1 537.50' 2.000 in/hr 6" Perf Pipe over Horizontal area #3 Device 1 540.50' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 541.40' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 542.00' 24.0" W x 10.0" H 30° 24x24 Grate C= 0.600 Limited toweir flow at low heads Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2c s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 36 Primary OutFlow Max=0.71 cfs @ 8.36 hrs HW=541.70' TW=536.82' (Dynamic Tailwater) 10" Pipe (Passes 0.71 cfs of 4.51 cfs potential flow) 1 2=6" Perf Pipe (Exfiltration Controls 0.13 cfs) 3=4" Orifice (Orifice Controls 0.43 cfs 4.89 fps) =4" Orifice (Orifice Controls 0.15 cfs 1.86 fps) =24x24 Grate ( Controls 0.00 cfs) Pond 25P: Filtration Rain Garden rime (hours) ■ — ■ =-- Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 37 542 541 540 539 533 Pond 25P: Filtration Rain Garden Pond 25P: Filtration Rain Garden stege -Area -Storage 541 540 Open Storage 539 Growing Medium 530 2.1, Chamber - - ■ R.narr 900 3,000 3,300 3,400 FN --H -Or z -O -n -ta i Wil ❑ Storage Fbae Eleweon Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 38 Summary for Pond 27P: MH1 (Public) Inflow Area = 1.731 ac, 89.30% Impervious, Inflow Depth > 2.96" for 2 -Year event Inflow = 0.71 cfs 8.36 hrs, Volume= 0.427 of Outflow = 0.71 cfs 8.36 hrs, Volume= 0.427 af, Atten= 0%, Lag= 0.0 min Primary = 0.71 cfs 8.36 hrs, Volume= 0.427 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 536.82'@ 8.36 hrs Flood Elev= 541.85' Device Routing Invert Outlet Devices #1 Primary 536.36' 12.0" Round 12" Public Mainline L= 210.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 536.36'/ 534.78' S= 0.0075 If Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=0.71 cfs @ 8.36 hrs HW=536.82' (Free Discharge) 1-1=12" Public Mainline (Inlet Controls 0.71 cfs @ 2.03 fps) Pond 27P: MH1 (Public) Hydrograph Time (hours) U.TS_ -In law =�-. I f Area-- oT o.� ~peak Elp_V�0•1 06 i _i ___-l-i-rYY-- 05 I __,_i_i_C_ _Rnundl _wJvert n=0:.,0tl3'', 0.4 o����'' 0.2 S-4.0075 IF 02 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 39 Pond 27P: MH1 (Public) Pond 27P: MH1 (Public) ■ am,e.y ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 40 Summary for Pond 28P: MH2 (Private) [80] Warning: Exceeded Pond 23P by 0.14' @ 7.75 hrs (0.55 cfs 0.037 af) Inflow Area = 1.678 ac, 88.97% Impervious, Inflow Depth > 2.96" for 2 -Year event Inflow = 1.09 cfs 7.99 hrs, Volume= 0.414 of Outflow = 1.09 cfs 7.99 hrs, Volume= 0.414 af, Atten= 0%, Lag= 0.0 min Primary = 1.09 cfs 7.99 hrs, Volume= 0.414 of Routed to Pond 25P : Filtration Rain Garden Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 542.20'@ 8.04 hrs Flood Elev= 543.00' Device Routing Invert Outlet Devices #1 Primary 539.99' 8.0" Round 8" Mainline L= 60.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 539.99'/ 539.50' S= 0.0082'f Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.35 sf Primary OutFlow Max=1.03 cfs @ 7.99 hrs HW=542.16' TW=541.49' (Dynamic Tailwater) t-1=8" Mainline (Outlet Controls 1.03 cfs @ 2.96 fps) Pond 28P: MH2 (Private) Hydrogaph 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) FE -1 IT _--i J Inn_— ■ Pnms Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 41 Pond 28P: MI -12 (Private) oi:onerye (or:) Pond 28P: MI -12 (Private) ■ am,e.y ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 42 Summary for Pond 29P: MH3 (Private) [57] Hint: Peaked at 542.85' (Flood elevation advised) [62] Hint: Exceeded Reach 30R OUTLET depth by 0.17' @ 8.05 hrs [80] Warning: Exceeded Pond 14P by 0.01'@ 8.00 hrs (0.10 cfs 0.001 af) Inflow Area = 1.081 ac, 82.87% Impervious, Inflow Depth > 2.90" for 2 -Year event Inflow = 0.65 cfs 7.99 hrs, Volume= 0.261 of Outflow = 0.65 cfs 7.99 hrs, Volume= 0.261 af, Atten= 0%, Lag= 0.0 min Primary = 0.65 cfs 7.99 hrs, Volume= 0.261 of Routed to Pond 28P: MH2 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 542.85'@ 8.05 hrs Device Routing Invert Outlet Devices #1 Primary 542.12' 8.0" Round 8" Mainline L= 202.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 542.12'/ 540.09' S= 0.0100'/ Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.35 sf Primary OutFlow Max=0.61 cfs @ 7.99 hrs HW=542.83' TW=542.17' (Dynamic Tailwater) t-1=8" Mainline (Outlet Controls 0.61 cfs @ 2.05 fps) 0. Pond 29P: MH3 (Private) L' ■ — ■Pmr AM low' i4rea=1-.b)91 12Duh$ 1-F-!-4 --- - -, -,- S10, 1 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 Time (hours) 1-100 1/1 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 2 -Year Rainfall=3.30" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 43 Pond 29P: MI -13 (Private) Pond 29P: MI -13 (Private) ■ am,a.y 0 smiaye faoie-reap Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24-hr 25-Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 44 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment3S: Parking Runoff Area=2,430 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff-0.06 cfs 0.021 of Subcatchment4S: Filtration Rain Garden Runoff Area=2,287 sf 100.00%Impervious Runoff Depth=4.58" Tc=5.0 min CN=0/98 Runoff=0.06 cfs 0.020 of Subcatchment22S: Existing Conditions Runoff Area=108.251 sf 7.45%Impervious Runoff Depth=3.11" Flow Length=430' Tc=28.8 min CN=83/98 Runoff-1.38 efs 0.644 of Subcatchment27S: Lot 1 Runoff Area=5,105 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.13 cfs 0.045 of Subcatchment28S: Lot 2 Runoff Area=4,814 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.12 cfs 0.042 of Subcatchment29S: Lot 3 Runoff Area=4,882 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.12 cfs 0.042 of Subcatchment30S: Lot 4 Runoff Area=2,640 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.07 cfs 0.023 of Subcatchment3l S: Lot 5 Runoff Area=3,910 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.10 cfs 0.034 of Subcatchment32S: Lot 6 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.13 cfs 0.048 of Subcatchment33S: Lot 7 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.13 cfs 0.048 of Subcatchment34S: Lot 8 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.13 cfs 0.048 of Subcatchment35S: Lot 9 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.13 cfs 0.048 of Subcatchment36S: Paving)W-E) Runoff Area=7,323 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.18 cfs 0.084 of Subcatchment37S: Paving (N-S) Runoff Area=4,877 sf 100.00%Impervious Runoff Depth=4.58" Tc=10.0 min CN=0/98 Runoff=0.12 cfs 0.041 of Subcatchment38S: N Main St Runoff Area=18.134 sf 50.00%Impervious Runoff Depth=4.02" Tc=10.0 min CN=88/98 Runoff=0.38 cfs 0.124 of Reach 30R: Ditch OverflowPipe Avg. Flow Depth=0.19' Max Vel=5.09fps Inflow=0.25cfs 0.124af 4.0" Round Pipe n=0.013 L=91.8' S=0.0499'/' Capacity=0.43 cfs Outflow=0.25 cfs 0.124 of Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2c s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 45 Reach 41R: Conveyance Ditch Avg. Flow Depth=0.40' Max Vel=0.18 fps Inflow=0.36 cfs 0.124 of n=0.250 L=398.0' S=0.0050'f Capacity=0.40 cfs Outflow=0.25 cfs 0.124 of Pond 14P: CB1 (S) Peak Elev=545.11' Inflow=0.24 cfs 0.085 of 8.0" Round Culvert n=0.013 L=6.0' S=0.0100'/' Outflov-0.24 cfs 0.085 of Pond 23P: CB2 (N) Peak Elev=543.60' Inflow=0.12 cfs 0.041 of 8.0" Round Culvert n=0.013 L=8.0' S=0.0100'/' Outflov-0.12 cfs 0.041 of Pond 25P: Filtration Rain Garden Peak Elev=542.13' Storage=3,582 cf Inflow=1.69 cfs 0.641 of Outflow=1.31 cfs 0.641 of Pond 27P: MH1 (Public) Peak Elev=537.01' Inflow=1.31 cfs 0.641 of 12.0" Round Culvert n=0.013 L=210.0' S=0.0075'f Outflow=1.31 cfs 0.641 of Pond 28P: MH2 (Private) Peak Elev=543.60' Inflow=1.63 cfs 0.621 of 8.0" Round Culvert n=0.013 L=60.0' S=0.0082'/' Outflow=1.63 cfs 0.621 of Pond 29P: MH3 (Private) Peak Elev=545.09' Inflow=0.98 efs 0.394 of 8.0" Round Culvert n=0.013 L=202.0' S=0.0100'f Outflow=0.98 cfs 0.394 of Total Runoff Area = 4.216 ac Runoff Volume = 1.286 of Average Runoff Depth = 3.66" 58.95% Pervious = 2.485 ac 41.05% Impervious = 1.731 ac Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 46 Summary for Subcatchment 3S: Parking Runoff = 0.06 cfs @ 7.98 hrs, Volume= 0.021 af, Depth= 4.56" Routed to Pond 14P : CB1 (S) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 2,430 98 Paved parking, HSG C 2,430 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Parking HydrogrMh a ass - ■ a�oorr ------------------------------ a.os ---- 25rYe'ai Ftaitrfa41=4.8©" - .� a 2 43asf t��= Ru'rtb#f� a.� R'uhofflSlepfh 4.56•r - Tb -1 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g sin 04993 © 2022 HydroCAD Software Solutions LLC Pace 47 Summary for Subcatch me nt4S: Filtration Rain Garden [49] Hint: Tc<2dt may require smaller dt Runoff = 0.06 cfs @ 7.90 hrs, Volume= 0.020 af, Depth= 4.56" Routed to Pond 25P : Filtration Rain Garden Runoff by SBUH method, Split Pervious/Impew., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" 2,287 98 Paved parking, HSG D 2,287 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Filtration Rain Garden a.M■ a�oorr a.as aeras -:-'T-' +YRS I�44 ' '-+25,Ye'at RBitriaIFr4.60" a.� --+'--'- i-+ RunbffA��-228� :-'sf- i a. Runoff Dieptlhr4.56" g o« T&5,0rhin .-1---- , --.-.-.-.--------,--- 0.015 0.01-----,--- Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2c sin 04993 © 2022 HydroCAD Software Solutions LLC Pace 48 Summary for Subcatchment 22S: Existing Conditions Runoff = 1.38 cfs @ 8.06 hrs, Volume= 0.644 af, Depth= 3.11" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 92,117 83 Brush, Poor, HSG D 16,134 93 Paved roads w/open ditches, 50% imp, HSG D 108,251 84 Weighted Average 100,184 83 92.55% Pervious Area 8,067 98 7.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 130 0.0385 0.16 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.30" 5.5 300 0.0167 0.90 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 10.0 Direct Entrv. 28.8 430 Total Subcatchment 22S: Existing Conditions Hydrogreph i i i i a i i i a i i ■Runoff type'IA 24 -hr 25-Yea'r 'Rai nfa11;=4.80" +-Rlrhlzff_Ahaa=IOB 2fi4_sf- k4rloff Vo,I4mq=','0!644 pfi a Runoff' Depth; -3.11" FI6w'Lehcoth=430' Tc=28.8 min CN=83/93 Time (hours) Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 49 Summary for Subcatchment 27S: Lot 1 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.13 cfs @ 7.98 hrs, Volume= 0.045 af, Depth= 4.56" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 2,137 98 Paved parking, HSG C 5,105 98 Weighted Average 5,105 98 100.00°x6 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 27S: Lot 1 �i___ _ _ _ _ _ _i_ ■Rumff 0.13 i i i o.,� - I I I —Type iA 24 -hr 2---Ia1-l-ai'-----7A:$6" as Run'nfflA'ri�a=511'05 'kf a.ae-----`-`--------- I�trnE# ©epth=4.56 yam 'Tc=10.0 min Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 50 Summary for Subcatchment 28S: Lot 2 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.12 cfs @ 7.98 hrs, Volume= 0.042 af, Depth= 4.56" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 1,846 98 Paved parking, HSG C 4,814 98 Weighted Average 4,814 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 28S: Lot 2 0.13 i i i i i i i i i - i i i a ■ Rumff 0.12 T Type -IA �4*r 0.1, -i T - T - T T -,-26 Year-Rai'rrfaNa4:80"- 0.1 o � ' Runoff Arlba=41814-sf IRunoff!D!epth=4.56 Tc=10.0 min im- i■ Wlxel L r Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 51 Summary for Subcatchment 29S: Lot 3 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.12 cfs @ 7.98 hrs, Volume= 0.042 af, Depth= 4.56" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 1,894 98 Paved roads w/curbs & sewers, HSG C 4,862 98 Weighted Average 4,862 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 013 ooil .,2 0. Subcatchment 29S: Lot 3 ---------- ',�----- ---- ■w�rr tyO A 24 -hr f',Va�yme=0;04$ pf 0.as 0.m AL! Shoff-Depth;=456" Tc=10.0 rhin -CK1 - -----,-* - Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 52 Summary for Subcatchment 30S: Lot 4 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.07 cfs @ 7.98 hrs, Volume= 0.023 af, Depth= 4.56" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 2,040 98 Unconnected roofs, HSG C 600 98 Paved roads w/curbs & sewers, HSG C 2,640 98 Weighted Average 2,640 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 30S: Lot 4 0.07 a. -------'-'-' ' hG- �°�-----i--i +26rYe'ar Rai'nfa'll=4.80" a.Qu a. iRu'npff'V'piulrTio=0.0$ of -- a.� R''ul>IDff blepfh=sf.58" o.«� --- Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 53 Summary for Subcatchment 31S: Lot 5 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.10 cfs @ 7.98 hrs, Volume= 0.034 af, Depth= 4.56" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 942 98 Paved roads w/curbs & sewers, HSG C 3,910 98 Weighted Average 3,910 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 31S: Lot 5 ■ a�oorr Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 54 Summary for Subcatchment 32S: Lot 6 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.13 cfs @ 7.98 hrs, Volume= 0.046 af, Depth= 4.56" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, y 0. 0 Subcatchment 32S: Lot 6 Hydrogra h ■ Rumff • A 24 -hr :k • 1 . . 1 • 1 . RUnoff.-. / 1 ■ Rumff Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 55 Summary for Subcatchment 33S: Lot 7 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.13 cfs @ 7.98 hrs, Volume= 0.046 af, Depth= 4.56" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, y 0. 0 Subcatchment 33S: Lot 7 Hydrogra h ■ Rumff • A 24 -hr :k • 1 . . 1 • 1 . RUnoff.-. / 1 ■ Rumff Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 56 Summary for Subcatchment 34S: Lot 8 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.13 cfs @ 7.98 hrs, Volume= 0.046 af, Depth= 4.56" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, y 0. 0 Subcatchment 34S: Lot 8 Hydrogra h ■ Rumff • A 24 -hr :k • 1 . . 1 • 1 . RUnoff.-. / 1 ■ Rumff Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 57 Summary for Subcatchment 35S: Lot 9 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.13 cfs @ 7.98 hrs, Volume= 0.046 af, Depth= 4.56" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, y 0. 0 Subcatchment 35S: Lot 9 Hydrogra h ■ Rumff • A 24 -hr :k • 1 . . 1 • 1 . RUnoff.-. / 1 ■ Rumff Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 58 Summary for Subcatchment 365: Paving (W -E) Runoff = 0.18 cfs @ 7.98 hrs, Volume= 0.064 af, Depth= 4.56" Routed to Pond 14P : CB1 (S) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" I_R71<OOMON1 7,323 98 Paved roads w/curbs & sewers, HSG C 7,323 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 36S: Paving (W -E) Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 59 Summary for Subcatchment 37S: Paving (N -S) Runoff = 0.12 cfs @ 7.98 hrs, Volume= 0.041 af, Depth= 4.56" Routed to Pond 23P : CB2 (N) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" I_R71<OOMON1 4,677 98 Paved roads w/curbs & sewers, HSG C 4,677 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 37S: Paving [N -S) Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 60 Summary for Subcatchment 38S: N Main St Proposed drainage ditch along the north section of Main St Runoff = 0.36 cfs @ 7.98 hrs, Volume= 0.124 af, Depth= 4.02" Routed to Reach 41 R : Conveyance Ditch Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr 25 -Year Rainfall=4.80" 16,134 93 Paved roads w/open ditches, 50% imp, HSG D 8,067 88 50.00% Pervious Area 8,067 98 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 38S: N Main St Hydrotiraph Time (hours) Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 61 Summary for Reach 30R: Ditch Overflow Pipe [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.370 ac, 50.00% Impervious, Inflow Depth > 4.02" for 25 -Year event Inflow = 0.25 cfs 8.23 hrs, Volume= 0.124 of Outflow = 0.25 cfs 8.23 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.3 min Routed to Pond 29P : MH3 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 5.09 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.56 fps, Avg. Travel Time= 0.6 min Peak Storage= 5 cf @ 8.23 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 0.33' Bank -Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.43 cfs 4.0" Round Pipe n= 0.013 Length= 91.6' Slope= 0.0499'f Inlet Invert= 547.12', Outlet Invert= 542.55' Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 62 Reach 30R: Ditch Overflow Pipe ■ wn-W Inf 6*Area--0.370 ad - Avow pts=0:1',9! Ma6c'V!ej=5;09 fps -- -- f,tditnd-Pine n-0.013 I,-'' �=91 :6'', r adaci'ty=0A3 cfs 25 26 27 28 29 30 31 32 33 34 35 36 Reach 30R: Ditch Overflow Pipe ❑ Primary Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 63 Reach 30R: Ditch Overflow Pipe S[aege cubic-beQ Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 64 Summary for Reach 41R: Conveyance Ditch 4:1 side slopes used for GRASS swale Inflow Area = 0.370 ac, 50.00% Impervious, Inflow Depth = 4.02" for 25 -Year event Inflow = 0.36 cfs 7.98 hrs, Volume= 0.124 of Outflow = 0.25 cfs 8.23 hrs, Volume= 0.124 af, Atten= 29%, Lag= 14.8 min Routed to Reach 30R : Ditch Overflow Pipe Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 0.18 fps, Min. Travel Time= 37.6 min Avg. Velocity = 0.08 fps, Avg. Travel Time= 79.3 min Peak Storage= 572 cf @ 8.23 hrs Average Depth at Peak Storage= 0.40' , Surface Width= 5.20' Bank -Full Depth= 0.50' Flow Area= 2.0 sf, Capacity= 0.40 cfs 2.00' x 0.50' deep channel, n= 0.250 Side Slope Z -value= 4.0'f Top Width= 6.00' Length=398.0' Slope= 0.0050 'f Inlet Invert= 556.00'. Outlet Invert= 554.00' Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 65 Reach 41R: Conveyance Ditch 0.4 ---- ---r-r------r-r------ * -r---- --------- - -�i -- i_ ---- ---- -- -----i -i-- ---i -i -i----i-i -i ---------_- �_ �____ __ �_ ��_ ____J_ ��_ ■InBaw ■OWbw 0.30 _ i i i --- - -, -__- - - --,- fnflo-WAkiio�q'�.$7O -ale - o:M -- flow Deptl ,O -.4O' ---- -''Avg. 03 - ----- �i Max, min#. T8 6.28 pa(} 290 0.24 0.22 11 y pp h 0.2 S!=O,N so iTI 01fi 0.14 -_ - - /l ��I� ` 1 . . i- - - -.Oa� aCity= 40 -Cis 0.12 rr 0.1 0.00-- -- - - - -- - - - - O.Ofi ---- 0. a. 0. 0. 0.4 0. 0. 0. 0. 0. M 0. i 0. 0. 0.2 a 0. 0. 0.1 0.1 0.1 0.1 0. 0. 0.0 0. 0.0 25 26 27 28 29 30 31 32 33 34 35 36 Reach 41R: Conveyance Ditch Stage -Discharge 44 2 4 30 -------------- 2 - 6 4 _ i 2 -- ---------------- --'_____�__'__�___'--------- '__'------ --- _--•---------•-- -------------- --------- 2 0 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.2fi 0.28 0.3 0.32 0.34 0.36 0.38 ois<narea (tet ❑ Primary 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.2fi 0.28 0.3 0.32 0.34 0.36 0.38 ois<narea (tet ❑ Primary Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 66 Reach 41R: Conveyance Ditch Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 67 Summary for Pond 14P: CB1 (S) Inflow Area = 0.224 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 -Year event Inflow = 0.24 cfs 7.98 hrs, Volume= 0.085 of Outflow = 0.24 cfs 7.98 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs 7.98 hrs, Volume= 0.085 of Routed to Pond 29P : MH3 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 545.11'@ 8.08 hrs Flood Elev= 545.17' Device Routing Invert Outlet Devices #1 Primary 542.38' 8.0" Round 8" Pipe L= 6.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 542.38'/ 542.32' S= 0.0100 if Cc= 0.900 n=0.013, Flow Area= 0.35 sf Primary OutFlow Max=0.00 cfs @ 7.98 hrs HW=544.74' TW=544.94' (Dynamic Tailwater) 1-1=8" Pipe ( Controls 0.00 cfs) Pond 14P: CB1 (S) Time (hours) 1 " 1 " 1 y ■ irAary ■ Pm,ery a.zs: ' 1riflovN Ariea=d 7�4-AO- 0.24 OM 0.2--oiui- A'- - - -r -1ii)urttl '(:s Ulve' � r r p^ 0.16 L 0.14 -- - } 0.12 0.1 - -, ------ -, -- - -, -, -�,--- - - - -�- - - o.W ON Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 68 Pond 14P: CB1 (S) ois.h.,. 1=rg Pond 14P: CBI (S) ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 69 Summary for Pond 23P: CB2 (N) [58] Hint: Peaked 0.80' above defined flood level Inflow Area = 0.107 ac,100.00% Impervious, Inflow Depth = 4.56" for 25 -Year event Inflow = 0.12 cfs 7.98 hrs, Volume= 0.041 of Outflow = 0.12 cfs 7.98 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs 7.98 hrs, Volume= 0.041 of Routed to Pond 28P: MH2 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 543.60'@ 8.06 hrs Flood Elev= 542.80' Device Routing Invert Outlet Devices #1 Primary 540.38' 8.0" Round 8" Pipe L= 8.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 540.38'/ 540.30' S= 0.0100'f Cc= 0.900 n=0.013, Flow Area= 0.35 sf Primary OutFlow Max=0.00 cfs @ 7.98 hrs HW=543.42' TW=543.54' (Dynamic Tailwater) 1-1=8" Pipe ( Controls 0.00 cfs) Pond 23P: CB2 (N) Xydroyaph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ im-- ■ A:aery Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 70 i Pond 23P: CB2 (N) oissneMe Is�t Pond 23P: CB2 (N) ■ am,e.y ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 71 Summary for Pond 25P: Filtration Rain Garden Inflow Area = 1.731 ac, 89.30% Impervious, Inflow Depth = 4.45" for 25 -Year event Inflow = 1.69 cfs 7.99 hrs, Volume= 0.641 of Outflow = 1.31 cfs 8.21 hrs, Volume= 0.641 af, Atten= 22%, Lag= 13.6 min Primary = 1.31 cfs 8.21 hrs, Volume= 0.641 of Routed to Pond 27P : MH1 (Public) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 542.13'@ 8.21 hrs Sud.Area= 3,167 sf Storage= 3,582 cf Flood Elev= 542.50' Surf.Area= 3,405 sf Storage= 4,380 cf Plug -Flow detention time= 82.6 min calculated for 0.640 of (100% of inflow) Center -of -Mass det. time= 82.6 min ( 761.2 - 678.6 ) Volume Invert Avail.Storage Storage Description #1 539.50' 4,128 cf Open Storage (Prismatic)Listed below (Recalc) #2 538.50' 56 cf Growing Medium (Conic)Listed below (Recalc) 559 cf Overall x 10.0% Voids #3 537.50' 196 cf Rock Chamber (Conic)Listed below (Recalc) 559 cf Overall x 35.0% Voids 4,380 cf Total Available Storage Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 539.50 559 0 0 540.50 1,065 812 812 541.50 1,640 1,353 2,165 542.50 2,287 1,964 4,128 Elevation Sud.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 538.50 559 0 0 559 539.50 559 559 559 643 Elevation Sud.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 537.50 559 0 0 559 538.50 559 559 559 643 Device Routing Invert Outlet Devices #1 Primary 537.50' 10.0" Round 10" Pipe L= 38.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 537.50'/ 537.22' S= 0.0074'f Cc= 0.900 n=0.013, Flow Area= 0.55 sf #2 Device 1 537.50' 2.000 in/hr 6" Perf Pipe over Horizontal area #3 Device 1 540.50' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 541.40' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir flow at low heads #5 Device 1 542.00' 24.0" W x 10.0" H 30° 24x24 Grate C= 0.600 Limited toweir flow at low heads Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2c s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 72 Primary OutFlow Max=1.30 cfs @ 8.21 hrs HW=542.13' TW=537.01' (Dynamic Tailwater) 10" Pipe (Passes 1.30 cfs of 4.76 cfs potential flow) 1 2=6" Perf Pipe (Exfiltration Controls 0.15 cfs) 3=4" Orifice (Orifice Controls 0.51 cfs 5.83 fps) =4" Orifice (Orifice Controls 0.32 cfs 3.62 fps) =24x24 Grate (Weir Controls 0.33 cfs 1.14 fps) Pond 25P: Filtration Rain Garden rime (hours) ■ — ■ =-- Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 73 542 541 540 539 533 Pond 25P: Filtration Rain Garden Pond 25P: Filtration Rain Garden stege -Area -Storage 541 540 Open Storage 539 Growing Medium 530 2.1, Chamber - - ■ R.narr 900 3,000 3,300 3,400 FN --H -Or z -O -n -ta i Wil ❑ Storage Fbae Eleweon Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 74 Summary for Pond 27P: MH1 (Public) Inflow Area = 1.731 ac, 89.30% Impervious, Inflow Depth > 4.45" for 25 -Year event Inflow = 1.31 cfs 8.21 hrs, Volume= 0.641 of Outflow = 1.31 cfs 8.21 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Primary = 1.31 cfs 8.21 hrs, Volume= 0.641 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 537.01'@ 8.21 hrs Flood Elev= 541.85' Device Routing Invert Outlet Devices #1 Primary 536.36' 12.0" Round 12" Public Mainline L= 210.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 536.36'/ 534.78' S= 0.0075'f Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=1.30 cfs @ 8.21 hrs HW=537.01' (Free Discharge) 1-1=12" Public Mainline (Inlet Controls 1.30 cfs @ 2.42 fps) Pond 27P: MH1 (Public) Hydrograph Time (hours) ■ Inflox � Prinary Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 75 Pond 27P: MH1 (Public) Pond 27P: MH1 (Public) ■ am,e.y ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 76 Summary for Pond 28P: MH2 (Private) [58] Hint: Peaked 0.60' above defined flood level [80] Warning: Exceeded Pond 23P by 0.26' @ 7.70 hrs (0.75 cfs 0.067 af) Inflow Area = 1.678 ac, 88.97% Impervious, Inflow Depth = 4.44" for 25 -Year event Inflow = 1.63 cfs 7.99 hrs, Volume= 0.621 of Outflow = 1.63 cfs 7.99 hrs, Volume= 0.621 af, Atten= 0%, Lag= 0.0 min Primary = 1.63 cfs 7.99 hrs, Volume= 0.621 of Routed to Pond 25P : Filtration Rain Garden Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 543.60'@ 8.01 hrs Flood Elev= 543.00' Device Routing Invert Outlet Devices #1 Primary 539.99' 8.0" Round 8" Mainline L= 60.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 539.99'/ 539.50' S= 0.0082'f Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.35 sf Primary OutFlow Max=1.58 cfs @ 7.99 hrs HW=543.56' TW=541.98' (Dynamic Tailwater) t-1=8" Mainline (Outlet Controls 1.58 cfs @ 4.54 fps) Pond 28P: MH2 (Private) Ti. tn..l ■ mn.w ■ R....y Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 77 i Pond 28P: MI -12 (Private) Discharge (or:) Pond 28P: MI -12 (Private) Stage -Area -Storage ------ Flood Elevation 593 542- 541- . 42 541 590 iv 0 Storage faeie-Peep ■ am,ary n Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 78 Summary for Pond 29P: MH3 (Private) [57] Hint: Peaked at 545.09' (Flood elevation advised) [62] Hint: Exceeded Reach 30R OUTLET depth by 2.35' @ 8.05 hrs [80] Warning: Exceeded Pond 14P by 0.49' @ 7.75 hrs (1.04 cfs 0.024 af) Inflow Area = 1.081 ac, 82.87% Impervious, Inflow Depth > 4.38" for 25 -Year event Inflow = 0.98 cfs 8.00 hrs, Volume= 0.394 of Outflow = 0.98 cfs 8.00 hrs, Volume= 0.394 af, Atten= 0%, Lag= 0.0 min Primary = 0.98 cfs 8.00 hrs, Volume= 0.394 of Routed to Pond 28P: MH2 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 545.09'@ 8.03 hrs Device Routing Invert Outlet Devices #1 Primary 542.12' 8.0" Round 8" Mainline L= 202.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 542.12'/ 540.09' S= 0.0100'f Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.35 sf Primary OutFlow Max=0.95 cfs @ 8.00 hrs HW=545.02' TW=543.58' (Dynamic Tailwater) 1-1=8" Mainline (Outlet Controls 0.95 cfs @ 2.71 fps) M\� V � Pond 29P: MH3 (Private) ■ mnm •P rY Pea 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Tim. liwursl Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 25 -Year Rainfall=4.80" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 79 i Pond 29P: MI -13 (Private) oi..n.,. 1=rg Pond 29P: MI -13 (Private) Stage -Area -Storage 545 544 543 0 Storage faeie-Peep ■ am,arr ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24-hr 14KQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 80 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment3S: Parking Runoff Area=2,430 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff-0.01 cfs 0.003 of Subcatchment4S: Filtration Rain Garden Runoff Area=2,287 sf 100.00%Impervious Runoff Depth=0.83" Tc=5.0 min CN=0/98 Runoff-0.01 cfs 0.003 of Subcatchment22S: Existing Conditions Runoff Area=108.251 sf 7.45%Impervious Runoff Depth=0.11" Flow Length=430' Tc=28.8 min CN=83/98 Runoff-0.02 cfs 0.023 of Subcatchment27S: Lot 1 Runoff Area=5,105 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment28S: Lot 2 Runoff Area=4,814 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment29S: Lot 3 Runoff Area=4,882 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment30S: Lot 4 Runoff Area=2,840 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff-0.01 cfs 0.003 of Subcatchment3l S: Lot 5 Runoff Area=3,910 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff-0.01 cfs 0.005 of Subcatchment32S: Lot 6 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment33S: Lot 7 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment34S: Lot 8 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment35S: Lot 9 Runoff Area=5,303 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment36S: Paving)W-E) Runoff Area=7,323 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.03 cfs 0.009 of Subcatchment37S: Paving (N-S) Runoff Area=4,877 sf 100.00%Impervious Runoff Depth=0.83" Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.008 of Subcatchment38S: N Main St Runoff Area=18.134 sf 50.00%Impervious Runoff Depth=0.39" Tc=10.0 min CN=88/98 Runoff=0.03 cfs 0.012 of Reach 30R: Ditch OverflowPipe Avg. Flow Depth=0.04' Max Vel=2.32fps Inflow=0.02cfs 0.012af 4.0" Round Pipe n=0.013 L=91.8' S=0.0499'/' Capacity=0.43 cfs Outflow=0.02 cfs 0.012 of Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr I/I/Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2c s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 81 Reach 41R: Conveyance Ditch Avg. Flow Depth=0.09' Max Vel=0.08 fps Inflow=0.03 cfs 0.012 of n=0.250 L=398.0' S=0.0050'f Capacity=0.40 cfs Outflow=0.02 cfs 0.012 of Pond 14P: CB1 (S) Peak Elev=542.49' Inflow=0.03 cfs 0.012 of 8.0" Round Culvert n=0.013 L=6.0' S=0.0100'/' Outflov-0.03 cfs 0.012 of Pond 23P: CB2 (N) Peak Elev=540.46' Inflow=0.02 cfs 0.006 of 8.0" Round Culvert n=0.013 L=8.0' S=0.0100'/' Outflov-0.02 cfs 0.006 of Pond 25P: Filtration Rain Garden Peak Elev--539.94' Storage=547 cf Inflow=0.22 cfs 0.083 of Outflow=0.09 cfs 0.083 of Pond 27P: MH1 (Public) Peak Elev=536.52' Inflow=0.09 cfs 0.083 of 12.0" Round Culvert n=0.013 L=210.0' S=0.0075'f Outflow=0.09 cfs 0.083 of Pond 28P: MH2 (Private) Peak Elev=540.27' Inflow=0.21 cfs 0.080 of 8.0" Round Culvert n=0.013 L=60.0' S=0.0082'/' Outflow=0.21 cfs 0.080 of Pond 29P: MH3 (Private) Peak Elev=542.32' Inflow=0.12 cfs 0.049 of 8.0" Round Culvert n=0.013 L=202.0' S=0.0100'f Outflow=0.12 cfs 0.049 of Total Runoff Area = 4.216 ac Runoff Volume = 0.107 of Average Runoff Depth = 0.30" 58.95% Pervious = 2.485 ac 41.05% Impervious = 1.731 ac Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 82 Summary for Subcatchment 3S: Parking Runoff = 0.01 cfs @ 7.98 hrs, Volume= 0.003 af, Depth= 0.63" Routed to Pond 14P : CB1 (S) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 2,430 98 Paved parking, HSG C 2,430 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 3S: Parking Hydrogruph o.00s -- -- -- 0008�'! !7---P----'-F----- P!' -'r r`r'-'r-'r-P!'r l 7ryPe-I2441r- 000] JNQliaihfa'1L=9,fl3"_ 0007 o ooa -_-- -r-- -- -- -r-r- ---r-rRLin6ff'�A';r6 ;2,430 sf 0008 -----'-`-- -- -- -r-r- - - IR'uFtP f1V-PIWrTIP,-b;00 Of - 0 O -7-T-7 ________________________ -- Doo o.o�oa -�,----s-'7 -----'7 -'F-- -ii'i'i' 0008 __�__�__�_�__� _�__�__�__- 0008 0002 0002 --r-r. 0001 0001 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g sin 04993 © 2022 HydroCAD Software Solutions LLC Pace 83 Summary for Subcatch me nt4S: Filtration Rain Garden [49] Hint: Tc<2dt may require smaller dt Runoff = 0.01 cfs @ 7.93 hrs, Volume= 0.003 af, Depth= 0.63" Routed to Pond 25P : Filtration Rain Garden Runoff by SBUH method, Split Pervious/Impew., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" 2,287 98 Paved parking, HSG D 2,287 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Filtration Rain Garden 9.o9e ------------- 9.o9e 6.006 ------ - -- 0 096 0,007 -_-_-_ -_ -_1 -- 0007 0006 0006 ______ a 0005 0.005 - +YRt' iA r -------'---- WQ-li�ihfa'll=©_83" - -- -1—A-4Ar I=2;28iI- ----- -- R'uf+0f-'V-pjUm7p=0.003-af L-li'uliszCf 13ppth=0.63" T=5.O min �- CN=0/98 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 84 Summary for Subcatchment 22S: Existing Conditions Runoff = 0.02 cfs @ 8.05 hrs, Volume= 0.023 af, Depth= 0.11" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 92,117 83 Brush, Poor, HSG D 16,134 93 Paved roads w/open ditches, 50% imp, HSG D 108,251 84 Weighted Average 100,184 83 92.55% Pervious Area 8,067 98 7.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 130 0.0385 0.16 Sheet Flow, Sheet Flow 0.019 Grass: Dense n= 0.240 P2= 3.30" 5.5 300 0.0167 0.90 Shallow Concentrated Flow, Shallow Concentrated Flow 0.014 0.013 R 6Rf Depth--IIA1"-- 0.012 - 0.o11 Short Grass Pasture Kv= 7.0 fps 10.0 0.01 Direct Entrv. 28.8 430 Total Subcatchment 22S: Existing Conditions Hydrogreph 0.024 - _____________________ 1 -_'__'_ - - - _'__'___ - - - - ■auoorr 0 023 0.022 '- - ,y We 0.02 ' .0 WlXR aihfaM=0.83"-- 0.019 0.018 0.017 -yy -^C - -- Off,-Ar'gs=1�'D8 l-sFy� - 0.016. 0.015 - - - 7 0.014 0.013 R 6Rf Depth--IIA1"-- 0.012 - 0.o11 d* Lorhoth=430' 0.01 0.000 - - o.00e , •-�*rr- -`--f -T --`---4-f-- -� 0.007 - •_ - :�--�-� = Time (hours) Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 85 Summary for Subcatchment 27S: Lot 1 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 2,137 98 Paved parking, HSG C 5,105 98 Weighted Average 5,105 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 27S: Lot 1 0019 0.018 ------ - --- � -------- - ------ - - - ------ -;w'R IFS #4=h- 0.0,] 0.016 '_' //�� p 1 -.-'r-'i-WI ul-RajI thfa'1—Q.83"__ _____'_____'i --.II 0.015 ______ _ __ �'� ________ _ ______ _ _ 1 �'�- �'�------'II---- �'�-;-----RU!Irlb 0.014 ; ----'-+-- fArdd 6,j-06-�f- fi.fi,] 'Oukfoff-VOUI P4.006 of -- - - - - --'i'T 0.011 7 T 7 7 - T F T' Tp 'tQR ' "-- Depfh_ a.&J fi.fi, I I :T& -7D. Inin- '` CrN3dL�g --- Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 86 Summary for Subcatchment 28S: Lot 2 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 1,846 98 Paved parking, HSG C 4,814 98 Weighted Average 4,814 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 28S: Lot 2 0.019 l i Ru�o 0.018 0.017 Yy'pp liA ,24 -hr 0.016 0.015 - ------ - --- -- ----- - ---- - - - - -� -W5,?-RainfalL0-83"- 0.014 ' 1 ',- 0.013 ---"-;-' --� ----- - --Ru;nbff,'A!r6a=4,814-'sf 0.012 0.011 - - - --��T----i-i----��T i -i -i -i- - Runoff Diept,h=0.63" 0.01 ___ _ _ _ o 0.00e -----��-- ----------------�-� �'�----`Tc=10.O miry LL 0.003 0007 ' CN=0/98 0001 Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 87 Summary for Subcatchment 29S: Lot 3 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 1,894 98 Paved roads w/curbs & sewers, HSG C 4,862 98 Weighted Average 4,862 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 29S: Lot 3 0.019 0.010 -- -- �r 0.09--------'i-----------'i-F------ - -'i-F- ---- i- 7rY'P�''i-K,I-441r- 0.015 0.015 WQ Rainfall=0.83" �_�_�_i_i 0.014--------�'�----'-----4-'----- - - - -'�i ulnbff'A7iaf='4,862sf- 0.013y� �y� 0.012 _Auf+aff-'Vpjurne7-O.; 10-0- 0.011 ------- - - -- ---- - - - ------ r --- 0.01 Depthi;=0.63 0. T&110.0 rniin 0.o7 - -- -r -r 0.o0s 0.002 ' Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 88 Summary for Subcatchment 30S: Lot 4 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.01 cfs @ 7.98 hrs, Volume= 0.003 af, Depth= 0.63" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 2,040 98 Unconnected roofs, HSG C 600 98 Paved roads w/curbs & sewers, HSG C 2,640 98 Weighted Average 2,640 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 30S: Lot 4 ----- --r .rr- ---r-- -err------r-r.--- ■rw,brr 0.01 J a.� oo, k L t Y �A �4- Ypp- r _ 0,00e - ____ - - - - ___,_ - - - - - 0.00e __-- _ _ _ _ __-�- _ _ --�,-WQ-Raltffall--O-.83"-- ,_,- 0.007 - --- -_�_�_;_�_�_�_ Wr$�=3,64asf- rtb fA 0,007 0.o0s , Dept'he0_f 3" a. _Runaff -1--:-0 fife a.� ------ 7 1 - - - - -- 1 7 7 1 1 7 7 1 - a. --- -1-i-- - ---,---,-i-i--- 0.003 a.Wz, OM2 0.001 0.001 _;_____',_',_',____ Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 89 Summary for Subcatchment 31S: Lot 5 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.01 cfs @ 7.98 hrs, Volume= 0.005 af, Depth= 0.63" Routed to Pond 28P : MH2 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 2,968 98 Unconnected roofs, HSG C 942 98 Paved roads w/curbs & sewers, HSG C 3,910 98 Weighted Average 3,910 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 31S: Lot 5 0.015 ■ Rumff 0.014 0.013 "ivbp)A F4 -hr 0.0,E WQ-Rai`hfaff=0.8 0.011 l u'nbffJU E�=,3,RIO _sf_ 0.01 RU"Of-'VPIU 'e7---AGO$-Rf- O.Ooe T- ----- !-i 1 7 T -IF -Runoff Deptlh;=OF.63'- O.W7 -'RuhoffDieptlhrQ.63'- 0W, a. ON=0108 0.004 I I I I I I I I I I I I Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 90 Summary for Subcatchment 32S: Lot 6 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 32S: Lot 6 a.az, ---------------------------- 0.01a ______ _ _ __ _____ _ ____ _ _ _ _ _` _ _ - -`-`- 00,] a -- -- .- rr=o-.s3� �� W�y(i p� 0.016 R 1 a 1 1 1 1 1 1 0.014 ____ - __ ___�___ - _____�_ - - _� y1- �Er-----sf- 0.014 i�IVtiINffTATrE3 0.013 ------ ---- y� 1 %� ^^FF --------i-r-----i--f'TRulnOf fgjurne' '=O;; $-;3f - p^ 0.012 L ______ _ __ __ �_____ _ ____ �_ _ _ _ _gyp q r� _m cq-__ 0.011 -- - - -- -- _RunoffDept'd;=0_63'- 3 001 - - - - --- a.� 0.003 0,006 0.0M 0.004 � --'-,-`- 0.003 0.002 Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 91 Summary for Subcatchment 33S: Lot 7 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 33S: Lot 7 a.az, ---------------------------- 0.01a ______ _ _ __ _____ _ ____ _ _ _ _ _` _ _ - -`-`- 00,] a -- -- .- rr=o-.s3� �� W�y(i p� 0.016 R 1 a 1 1 1 1 1 1 0.014 ____ - __ ___�___ - _____�_ - - _� y1- �Er-----sf- 0.014 i�IVtiINffTATrE3 0.013 ------ ---- y� 1 %� ^^FF --------i-r-----i--f'TRulnOf fgjurne' '=O;; $-;3f - p^ 0.012 L ______ _ __ __ �_____ _ ____ �_ _ _ _ _gyp q r� _m cq-__ 0.011 -- - - -- -- _RunoffDept'd;=0_63'- 3 001 - - - - --- a.� 0.003 0,006 0.0M 0.004 � --'-,-`- 0.003 0.002 Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 92 Summary for Subcatchment 34S: Lot 8 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 34S: Lot 8 a.az, ---------------------------- 0.01a ______ _ _ __ _____ _ ____ _ _ _ _ _` _ _ - -`-`- 00,] a -- -- .- rr=o-.83� �� W�y(i p� 0.016 R 1 a 1 1 1 1 1 1 0.014 ____ - __ ___�___ - _____�_ - - _� y1- �Er-----sf- 0.014 i�IVtiINffTATrE3 0.013 ------ ---- y� 1 %� ^^FF --------i-r-----i--f'TRulnOf fgjurne' '=O;; $-;3f - p^ 0.012 L ______ _ __ __ �_____ _ ____ �_ _ _ _ _gyp q r� _m cq-__ 0.011 -- - - -- -- _RunoffDept'd;=0_63'- 3 001 - - - - --- a.� 0.003 0,006 0.0M 0.004 � --'-,-`- 0.003 0.002 Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 93 Summary for Subcatchment 35S: Lot 9 1: Roof (including 4:12 roof pitch) 2: Driveway Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 29P : MH3 (Private) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 3,896 98 Unconnected roofs, HSG C 1,407 98 Paved parking, HSG C 5,303 98 Weighted Average 5,303 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 35S: Lot 9 a.az, ---------------------------- 0.01a ______ _ _ __ _____ _ ____ _ _ _ _ _` _ _ - -`-`- 00,] a -- -- .- rr=o-.s3� �� W�y(i p� 0.016 R 1 a 1 1 1 1 1 1 0.014 ____ - __ ___�___ - _____�_ - - _� y1- �Er-----sf- 0.014 i�IVtiINffTATrE3 0.013 ------ ---- y� 1 %� ^^FF --------i-r-----i--f'TRulnOf fgjurne' '=O;; $-;3f - p^ 0.012 L ______ _ __ __ �_____ _ ____ �_ _ _ _ _gyp q r� _m cq-__ 0.011 -- - - -- -- _RunoffDept'd;=0_63'- 3 001 - - - - --- a.� 0.003 0,006 0.0M 0.004 � --'-,-`- 0.003 0.002 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 94 Summary for Subcatchment 36S: Paving (W -E) Runoff = 0.03 cfs @ 7.98 hrs, Volume= 0.009 af, Depth= 0.63" Routed to Pond 14P : CB1 (S) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" Area (sf) CN Description 7,323 98 Paved roads w/curbs & sewers, HSG C 7,323 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 36S: Paving (W -E) HydrogrMh ■ Rumff om. YPe-![A a azs 0.024 0.02-- -,-,-- --------}- ----,,-1- --RUh6ff' r69 7;313-'sf- VO 0.016 Runoff Depth=0.63r. 0014 r< Fe=10.0 min 0.0,2 0.01 GN=0/98 a.M a.M6 , Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24-hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 95 Summary for Subcatchment 37S: Paving (N-S) Runoff = 0.02 cfs @ 7.98 hrs, Volume= 0.006 af, Depth= 0.63" Routed to Pond 23P : CB2 (N) Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24-hr WO Rainfall=0.83" Area (sf) CN Description 4,677 98 Paved roads w/curbs & sewers, HSG C 4,677 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 37S: Paving [N-S) HydrogrMh 0.018 __ - _ _ ______ _ _ _ ______ _ _ ___ ■Runoff 001] nmm 0.016 Y pe rA �4 0.014 kNQ Raihfa'ff=t?.83" 0.014 -'- �-�-- ' ' ---- 0.0,3 Riu'nbffArj&� 4,627_sf _ 0013 l-T----------T-i q 0.011 -- -,-.-----------------'-��IR'' l"Of-\to IulT"P,=N.000-$f- 0.01 - - ---- R'uhaff-DLvth=Q.BB"-- a.a0e ----' --- T�='III.-O-rn inr 0007 0 005 0005 0 004 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 96 Summary for Subcatchment 38S: N Main St Proposed drainage ditch along the north section of Main St Runoff = 0.03 cfs @ 7.99 hrs, Volume= 0.012 af, Depth= 0.39" Routed to Reach 41 R : Conveyance Ditch Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type IA 24 -hr WO Rainfall=0.83" 16,134 93 Paved roads w/open ditches, 50% imp, HSG D 8,067 88 50.00% Pervious Area 8,067 98 50.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 38S: N Main St Hydrotiraph ■Runoff a.mz O.Oza --- -,-,- ---,-- -,-,- --WQRai hfa'11=©.83" RdnoffArib& 1!6.134 sf 0024 ^*Voly� O.azz ---- - - ---",-----,-,----"�- �R'u iTY 1#Vl ' 'qi=0.042-0- 0.01 O.az RuhOff t�{31aj)th=/0�.39{x' - 0.016 T-1 ------7 _ _r _ r . r � 0.014 ..�'��'a��_'i_'i_'i_a_�_�_'F' j��11 bb p 0.012 001--i--- a.aos " Time (hours) Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 97 Summary for Reach 30R: Ditch Overflow Pipe [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 0.370 ac, 50.00% Impervious, Inflow Depth > 0.39" for WO event Inflow = 0.02 cfs 8.53 hrs, Volume= 0.012 of Outflow = 0.02 cfs 8.54 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.6 min Routed to Pond 29P : MH3 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 2.32 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.38 fps, Avg. Travel Time= 1.1 min Peak Storage= 1 cf @ 8.54 hrs Average Depth at Peak Storage= 0.04' , Surface Width= 0.23' Bank -Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.43 cfs 4.0" Round Pipe n= 0.013 Length= 91.6' Slope= 0.0499 'f Inlet Invert= 547.12', Outlet Invert= 542.55' • 09 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 98 Reach 30R: Ditch Overflow Pipe I / WNMi Reach 30R: Ditch Overflow Pipe ■ mn_w ■= ❑ Primary Infl6wAlea-0.370 ad Avg. Flow E)q-pth=0,04!- Max_'VIp-r=2:342 *S --- 4,10" RdUrfd Pi6d -$�=O.04WVI acity=0.'43 cfs I / WNMi Reach 30R: Ditch Overflow Pipe ■ mn_w ■= ❑ Primary Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 99 Reach 30R: Ditch Overflow Pipe S[aege cubic-beQ Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 100 Summary for Reach 41R: Conveyance Ditch 4:1 side slopes used for GRASS swale Inflow Area = 0.370 ac, 50.00% Impervious, Inflow Depth = 0.39" for WO event Inflow = 0.03 cfs 7.99 hrs, Volume= 0.012 of Outflow = 0.02 cfs 8.53 hrs, Volume= 0.012 af, Atten= 49%, Lag= 32.2 min Routed to Reach 30R : Ditch Overflow Pipe Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Max. Velocity= 0.08 fps, Min. Travel Time= 87.7 min Avg. Velocity = 0.04 fps, Avg. Travel Time= 162.3 min Peak Storage= 83 cf @ 8.53 hrs Average Depth at Peak Storage= 0.09' , Surface Width= 2.71' Bank -Full Depth= 0.50' Flow Area= 2.0 sf, Capacity= 0.40 cfs 2.00' x 0.50' deep channel, n= 0.250 Side Slope Z -value= 4.0'f Top Width= 6.00' Length=398.0' Slope= 0.0050 'f Inlet Invert= 556.00'. Outlet Invert= 554.00' Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 101 Reach 41R: Conveyance Ditch a. 0. 0. 00 0 0] 0] 0] 00 M 0 i 0: 0: 0: a fi: fi fi fi 0.' 0.' 0 0.1 0.1 0.1 0.1 NOR 1 2 3 Reach 41R: Conveyance Ditch Stade-Discharge fi ______`------------`------` ------------- -`-`-- - -`---`--_----- -- -- ---- -�- -- -�- - -- ■meow 0.m4 4 2 4 8 - 0.m 0.028 - -- Avq--F1roW Deigth-,0.'0W fi.fi2fi ---- -'-'-- -'--'-'-'----'----------Max-Vel=a-.4.8-frr-y�qp- 0024 2 - r*—' L/y 0022�n,0,2�4_ __ __ __ _ /�qL 2 0.018 __ ____r -r---------------------'_- ----------- '--------- 0 0.01fi ---------- ------ - ---------- - - ------ - ------ - - -- ------ ____ - - - /�l�pp�/�•�,'i ___ _____ ____ ____ ^t*1VV50-T— _. 2 0.014 }_ 0.012 ---- -i- - -'----- --i �.i1 -aieit =�/.4Y-Y_!_ y 11 1 a. 0. 0. 00 0 0] 0] 0] 00 M 0 i 0: 0: 0: a fi: fi fi fi 0.' 0.' 0 0.1 0.1 0.1 0.1 NOR 1 2 3 Reach 41R: Conveyance Ditch Stade-Discharge fi ______`------------`------` e --'----_-__'______'_ 4 2 4 8 - 4 _ 2 - 8 q _ i 2 -- ---------------- --'_____�__'__�___'--------- '__'------ ----------- '--------- ---------- ------ - ---------- - - ------ - ------ - - -- ------ 4 2 0 ., o,Zt ; tit ❑ Primary Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 102 Reach 41R: Conveyance Ditch Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 103 Summary for Pond 14P: C131 (S) Inflow Area = 0.224 ac,100.00% Impervious, Inflow Depth = 0.63" for WO event Inflow = 0.03 cfs 7.98 hrs, Volume= 0.012 of Outflow = 0.03 cfs 7.98 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.03 cfs 7.98 hrs, Volume= 0.012 of Routed to Pond 29P: MH3 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 542.49'@ 7.98 hrs Flood Elev= 545.17' Device Routing Invert Outlet Devices #1 Primary 542.38' 8.0" Round 8" Pipe L= 6.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 542.38'/ 542.32' S= 0.0100 If Cc= 0.900 n=0.013, Flow Area= 0.35 sf Primary OutFlow Max=0.03 cfs @ 7.98 hrs HW=542.49' TW=542.32' (Dynamic Tailwater) t-1=8" Pipe (Barrel Controls 0.03 cfs @ 1.33 fps) Pond 14P: CB1 (S) ��-1-1-`----1-1--'-J�-- ■ mnow 9.938 ��_ �- ❑anmery 0.036.)nf)pw Arep=O:2,24 ac 0034' 0.032�alc €1e=542.49' 0.03 0.028- 8.011 0.026' 0.0241 'x 0.022 -1 -ITT,--- ITTI-1 a 002 'n�=������.3 9 -�-r r-TT-,-rT---r,-r-r---- ----- -- T -- T 9.918 � � � _� � � � � � � � " 0.016 0.014 0.012 0.01 - ---- --_-- -- 9.996 - ---- --_-- -- 9.996 - - ---- -- -- -- 9.994 0.002 9 0 1 2 3 4 5 6 7 8 910111213141516171819202122232425M6 282930313233343536 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 104 Pond 14P: CB1 (S) ois.h.,. 1=rg Pond 14P: CBI (S) ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 105 Summary for Pond 23P: C132 (N) Inflow Area = 0.107 ac,100.00% Impervious, Inflow Depth= 0.63" for WO event Inflow = 0.02 cfs 7.98 hrs, Volume= 0.006 of Outflow = 0.02 cfs 7.98 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.02 cfs 7.98 hrs, Volume= 0.006 of Routed to Pond 28P: MH2 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 540.46'@ 7.98 hrs Flood Elev= 542.80' Device Routing Invert Outlet Devices #1 Primary 540.38' 8.0" Round 8" Pipe L= 8.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 540.38'/ 540.30' S= 0.0100 if Cc= 0.900 n=0.013, Flow Area= 0.35 sf Primary OutFlow Max=0.02 cfs @ 7.98 hrs HW=540.46' TW=540.27' (Dynamic Tailwater) t-1=8" Pipe (Barrel Controls 0.02 cfs @ 1.13 fps) Pond 23P: C132 (N) 0.018 ----- - -- - ___ - - --i- - -�i -i- ----i- ---- i- �nw �punyy 0.017_--�� //��__ )QwAr�..Y�O.1�V�� ivi- 0.016 0.015 a k 540.46' T _=. --r __EI'ei -vri c-e 0.014 T i IT 0.013 1 i i 1 i i i 1 i --R 0.0,3 ,Round Culvejl30.0, 0.011 ,., n=0.01 $0.008 LL 0.006 L=8.6 000] 0006 y{q +r `S�G IKJ 0 005 0004 0003 Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 106 542 541 Pond 23P: CB2 (N) Pond 23P: CB2 (N) ■ am,arr ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVIQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 107 Summary for Pond 25P: Filtration Rain Garden [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=75) Inflow Area = 1.731 ac, 89.30% Impervious, Inflow Depth > 0.58" for WO event Inflow = 0.22 cfs 7.99 hrs, Volume= 0.083 of Outflow = 0.09 cfs 9.08 hrs, Volume= 0.083 af, Atten= 60%, Lag= 65.7 min Primary = 0.09 cfs 9.08 hrs, Volume= 0.083 of Routed to Pond 27P : MH1 (Public) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 539.94'@ 9.08 hrs Sud.Area= 1,900 sf Storage= 547 cf Flood Elev= 542.50' Surf.Area= 3,405 sf Storage= 4,380 cf Plug -Flow detention time= 81.9 min calculated for 0.083 of (100% of inflow) Center -of -Mass det. time= 81.3 min ( 833.6 - 752.3 ) Volume Invert Avail.Storage Storage Description #1 539.50' 4,128 cf Open Storage (Prismatic)Listed below (Recalc) #2 538.50' 56 cf Growing Medium (Conic)Listed below (Recalc) 559 cf Overall x 10.0% Voids #3 537.50' 196 cf Rock Chamber (Conic)Listed below (Recalc) 559 cf Overall x 35.0% Voids 4,380 cf Total Available Storage Elevation Sud.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 539.50 559 0 0 540.50 1,065 812 812 541.50 1,640 1,353 2,165 542.50 2,287 1,964 4,128 Elevation Sud.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 538.50 559 0 0 559 539.50 559 559 559 643 Elevation Sud.Area Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (cubic -feet) (cubic -feet) (sq -ft) 537.50 559 0 0 559 538.50 559 559 559 643 Device Routing Invert Outlet Devices #1 Primary 537.50' 10.0" Round 10" Pipe L= 38.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 537.50'/ 537.22' S= 0.0074'f Cc= 0.900 n=0.013, Flow Area= 0.55 sf #2 Device 1 537.50' 2.000 in/hr 6" Perf Pipe over Horizontal area #3 Device 1 540.50' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 541.40' 4.0" Vert. 4" Orifice C= 0.600 Limited to weir flow at low heads Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 108 #5 Device 1 542.00' 24.0" W x 10.0" H 30° 24x24 Grate C= 0.600 Limited toweir flow at low heads rimary OutFlow Max=0.09 cfs @ 9.08 hrs HW=539.94' TW=536.52' (Dynamic Tailwater) =10" Pipe (Passes 0.09 cfs of 3.30 cfs potential flow) 2=6" Perf Pipe (Exfiltration Controls 0.09 cfs) 3=4" Orifice ( Controls 0.00 cfs) =4" Orifice ( Controls 0.00 cfs) =24x24 Grate ( Controls 0.00 cfs) 0.18 --- 0.17 ----------- 0.16 ---- - - - 0.15 p 0.1 0.133 0.12 0.11 0.1 E 0.09 0.08 0.071 0.01 Pond 25P: Filtration Rain Garden liflowAreos='t �.'a='' ----- - Pt .ak€a'eVt:539.94''- -- - -ag7 cf Stor' Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 109 542 541 540 539 533 Pond 25P: Filtration Rain Garden Pond 25P: Filtration Rain Garden stege -Area -Storage 541 540 Open Storage 539 Growing Medium 530 2.1, Chamber - - ■ R.narr 900 3,000 3,300 3,400 FN --H -Or z -O -n -ta i Wil ❑ Storage Fbae Eleweon Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2g s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 110 Summary for Pond 27P: MH1 (Public) Inflow Area = 1.731 ac, 89.30% Impervious, Inflow Depth > 0.58" for WO event Inflow = 0.09 cfs 9.08 hrs, Volume= 0.083 of Outflow = 0.09 cfs 9.08 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Primary = 0.09 cfs 9.08 hrs, Volume= 0.083 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 536.52'@ 9.08 hrs Flood Elev= 541.85' Device Routing Invert Outlet Devices #1 Primary 536.36' 12.0" Round 12" Public Mainline L= 210.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 536.36'/ 534.78' S= 0.0075 if Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=0.09 cfs @ 9.08 hrs HW=536.52' (Free Discharge) 1-1=12" Public Mainline (Barrel Controls 0.09 cfs @ 1.72 fps) Pond 27P: MH1 (Public) i Time (hours) ' ■ ir�66av aa- - O.aes -''Ftaik-Eley=53-6-.52 ------ - - - -- -� -�- --- 6.06 ++' r T 0075 0.065 Round_CuI_vejt',_ 6.66 6.65 rf=0:01'3'_ 6.095 LL t=21Q.�`I i Time (hours) Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 111 Pond 27P: MH1 (Public) Pond 27P: MH1 (Public) ■ am,e.y ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 112 Summary for Pond 28P: MH2 (Private) Inflow Area = 1.678 ac, 88.97% Impervious, Inflow Depth > 0.58" for WO event Inflow = 0.21 cfs 7.99 hrs, Volume= 0.080 of Outflow = 0.21 cfs 7.99 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs 7.99 hrs, Volume= 0.080 of Routed to Pond 25P : Filtration Rain Garden Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 540.27'@ 7.99 hrs Flood Elev= 543.00' Device Routing Invert Outlet Devices #1 Primary 539.99' 8.0" Round 8" Mainline L= 60.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 539.99'/ 539.50' S= 0.0082'f Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.35 sf Primary OutFlow Max=0.21 cfs @ 7.99 hrs HW=540.27' TW=539.70' (Dynamic Tailwater) t-1=8" Mainline (Barrel Controls 0.21 cfs @ 2.29 fps) Pond 28P: MH2 (Private) --- - -- -i- - -'--- - - - -'--.-'-'-- - ■i�nw OM JnftOVNAre=1-.:01$ aq 021 , o;a -- - -+-, ,e'a�C;E)ev=540.27 0.18 - -- - -......... '--- 8.0„ 0, 6 0.15 - - - -- 0.14 0.13 0.11 ____ - - - __ - - - __ -------'___ - - - _'_ _+- - 0.1 _____�____-----------------------------------a' AV 0.09 4� 0.08 7' -1 _1 _ _ _ __ _ _ _ ____ _7-rr1� o.m .YFWS2-�0_ 0.os 0.9s - - �_ __ - _� _,` -H- 0.04 a 003 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 113 Pond 28P: MI -12 (Private) oi:onerye (or:) Pond 28P: MI -12 (Private) ■ am,e.y ❑ Storage Oxwood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr 144Q Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-20 s/n 04993 © 2022 HydroCAD Software Solutions LLC Pace 114 Summary for Pond 29P: MH3 (Private) [57] Hint: Peaked at 542.32' (Flood elevation advised) Inflow Area = 1.081 ac, 82.87% Impervious, Inflow Depth > 0.55" for WO event Inflow = 0.12 cfs 7.99 hrs, Volume= 0.049 of Outflow = 0.12 cfs 7.99 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs 7.99 hrs, Volume= 0.049 of Routed to Pond 28P : MH2 (Private) Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 542.32'@ 7.99 hrs Device Routing Invert Outlet Devices #1 Primary 542.12' 8.0" Round 8" Mainline L= 202.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 542.12'/ 540.09' S= 0.0100'f Cc= 0.900 n=0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.35 sf Primary OutFlow Max=0.12 cfs @ 7.99 hrs HW=542.32' TW=540.27' (Dynamic Tailwater) 1-1=8" Mainline (Inlet Controls 0.12 cfs @ 1.35 fps) Pond 29P: MH3 (Private) - - -,- - - -,- -I .. . ./�.� ■i�na« ■ Hinary 0.13 ,ir - - -I ��ag�h- 0.12 I TI-.A✓fgA a.n -044 4 — O.m �c 0.� 0.02 0.01 Omood Subdivision Oxwood Storm Model 11-23-22 - BAW Type IA 24 -hr VVQ Rainfall=0.83" Prepared by A&O Engineering LLC Printed 2/12023 HydroCAD® 10.20-2a s/n 04993 © 2022 HydroCAD Software Solutions LLC Paae 115 Pond 29P: MI -13 (Private) Pond 29P: MI -13 (Private) ■ am,a.y