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HomeMy WebLinkAbout2018-02-20 Stormwater Management Plan 11/17/2017 Stormwater Management Plan Land Disturbance Permit Chapter 160 — Stormwater Management & Erosion Control Bylaw Lot 1 A (Tax Map 107A Lot 294) Lot 1 B (Tax Map 107A Lot 46) Lot 2A (Tax Map 107A Lot 293) Lot 2B (Tax Map 107A Lot 28) Located off of Mill Road & Johnson Street, North Andover Prepared By: Sullivan Engineering Group, LLC P.O. Box 2004 Woburn, MA 01888 (781) 854-8644 Prepared For: TKZ, LLC 1665 Great Pond Road North Andover, MA 01845 (978) 685-5179 November 16, 2017 Stormwater Management Plan Contents In accordance with the Town of North Andover Land Disturbance Bylaw, the following is a written narrative which directly reflects the criteria outlined in the bylaw to insure compliance with each requirement. The bylaw criteria are in standard font and italic font is used to address each item. a) Contact Information. The name, address, and telephone number of all persons having a legal interest in the property and the tax reference number and parcel number of the property or properties affected; TKZ, LLC (c/o Thomas Zahoruiko) 1665 Great Pond Road North Andover, MA 01845 (978) 685-5179 Lot 1A (Tax Map 107A Lot 294) Lot 1 B (Tax Map 107A Lot 46) Lot 2A (Tax Map 107A Lot 293) Lot 2B (Tax Map 107A Lot 28) b) A brief narrative description of the project, including how and where stormwater is to be controlled; This project involves four(4) Approval Not Required Lots which will each have a single family house, paved driveway, septic system, and town water. Each house will have a drainage infiltration field to collect and store stormwater runoff from the individual roof areas. Lot 1A, 1 B, and 2A will have porous pavement driveways. c) A locus map; Town of Noah Andover,MA November 16,2017 SOW 9u1.AII'II MMII( iGin Dina 1Gl.M1UUA \ r i rc I YI AIitfi q, ' Iwo IOYAPIG4 tll Af}Ni7C'M� i t unwr ""1M�1 ,can �kk � am.nreirn LOT L*' LOT 1 B 2B Y e,aunt 1A nwnomn ""Ltax,n.rA /� � LOT ararc.nux� Y 2A at�r io r n nTw 3 .. 1GYl GAt+Z 'G / qF nl015J ry 10lA<l.'1E A� 11'Y'!.lif�G'Jfn ObY f.������ i �ioYaarrn iw I w rc w,e, fiE_Yn.YnkYEfi � . MANF0[,NLFL HNC[ONLY NOT A LLDAL DOCUMFN I d) Location and names of all abutters as they appear on the most recent tax list(s) including those in adjacent communities; E t Abutter to Abutter( ) Building Dept. ( ) Conservation ( j Zoning ( ) Town of North Andover Abutters Fisting REQUIREMENT,' MGL 40A,Sea€tea l l states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly opposite on any public or private way,and abutters to abutters within In—hundred(300)feel of the property fine of the petitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city ortowa,and the planning board of every abutting city or town." Subject Property: MAP PARCEL's Name Address 107.A 28,46,293,294 Carole Resca 865 Johnson Street,(lot 213),North Andover,MA 01845 , Location: Lot 16,203 Mill Road,Lot 2A,293 Johnson,Loot 1A,185 Mill _ Abutters Properties Map ParceVs Name Address 107.A 24 Warren Sideri,Jr 24 Farnum Street,North Andover,MA 01845 107.A 25 Gregory Mendonca 850 Johnson Street,North Andover,MA 01845 107.A 44 Edward Carnney 12 Farnum Street,North Andover,MA 01845 107.A 45 James Connolly 858 Johnson Street,North Andover,MA 01845 107.A 61 Sapienza Irrevocable Trust 843 Johnson Street,North Andover,MA 01845 107.A 62 Derek Delaney 851 Johnson Street,North Andover,MA 01845 107.A 63 Frank Ventola,Jr 204 Mill Road,North Ancdver,MA 01845 107.A 64 Kevin Mcclean 190 Mill Road,North Anodver,MA 01845 107.A 89 Dennis Moran 910 Johnson Street,North Andover,MA 01845 107.A 90 Alberta Realty Trust 920 Johnson Street,North Andover,MA 01845 107.A 92 Christopher Welch 890 Johnson Street,North Andover,MA 01845 107.A 93 Elaine Kirby 911 Johnson Street,North Andover,MA 01845 107.A 166 Matthew Fiore 901 Johnson Street,North Andover,MA 01845 107.A 157 Brian Timmons 889 Mill Road,North Anodver,MA 01845 107.A 174 Kenneth Hughes 915 Johnson Street,North Andover,MA 01845 107 C 1 Holly Goldman 180 Mill Road,North Andover,MA 01845 107.0 70 Bobby Vongphakdy 165 Mill Road,North Andover,MA 01845 107.0 80 Thu Truong 2013 Trust 153 Mill Road,North Andover,MA 01$45 107.0 87 Steven Langston 164 Mill Road,North Andover,MA 01845 107 C 88 Tod Binkowsk€ 152 Mill Road,North Andover,MA 01845 107.0 91 Kenneth Hubbell 76 Tucker Farm Road,North Andover,MA 01845 107.0 92 Anthony Raymond 90 Tucker Farm Road,North Andover,MA 01845 107.0 93 Fotis Kokkotos 100 Tucker Farm Road,North Andover,MA 01845 107.0 94 James Staudt 112 Tucker Farm Road,North Andover,MA 01845 107.G 95 Richard Berberian 124 Tucker Farm Road,North Andover,MA 01845 107.G 103 Michael Jackson 68 Tucker Farm Road,North Andover,MA 01845 107.0 104 Holland Family Trust 54 Tucker Farm Road,North Andover,MA 01845 i hi;C ertiiie:-OPi the t-threes appeafirg 01"1 t1r cc rc : c the Aoser ,sors, Office, as of Dato -��/V� O� s e) The size of the entire parcel, each drainage area on or to the parcel, and the delineation and number of square feet of the land area subject to disturbance; Lot 1A—43,560 s.f. Total Site Disturbance:21,780 s.f. Lot 1 B— 58,651 s.f. Total Site Disturbance:29,625 s.f. Lot 2A— 57,192 s.f. Total Site Disturbance: 19,050 s.f. Lot 2B— 57,338 s.f. Total Site Disturbance:23,980 s.f. For the purposes of drainage areas for each site the total disturbed areas will be used for evaluation to compare pre &post development drainage scenarios since the proposed method of drainage mitigation will apply to collection of roof runoff and not onsite basins, culverts, or overland flow from surrounding properties within a watershed. With this method of stormwater mitigation the analysis can be limited to the limit of work area. f) The existing zoning and land use at the site and abutting properties; The four properties are located within the Zone R2 district. The properties are outside of the Watershed Protection District. The abutting properties are all residential in nature. g) The proposed land use; The proposed land use is for single family residential use. Each lot will be improved by a house, paved driveway, walkway, septic system and landscaping features. h) Surveyed property lines showing distances and monument locations, all existing and proposed easements, rights-of-way, utilities and other encumbrances; See Site Plans for information i) Lines of existing abutting streets showing drainage and driveway locations and curb cuts;j) Existing and proposed topography on the site, at two foot (2")intervals, with areas of steep slopes between 15 and 25 percent, and over 25 percent specifically delineated, and with spot elevations provided when needed. Existing topography fifty feet (50") beyond the perimeter of the parcel as it appears on the most current Town of North Andover topographic mapping shall also be shown; See Site Plans k) Location, delineation and description (including pertinent hydrology and water quality) of all existing and proposed watercourses, water bodies, and Wetland Resource Areas on or entering the site, or adjacent to the site, or into which stormwater from the site flows, collects or percolates. The wetlands were delineated by Leah Basbanes and the flag locations have been approved by the North Andover Conservation Commission. The Site Plans show the bordering vegetated wetlands and the protective buffer zones. 1) Wetland Resource Areas shall include those protected under the Massachusetts Wetlands Protection Act (MGL CH 131, Sec 40) and/or the Town of North Andover Wetlands Protection Bylaw (Chapter 178); The location of the 100-year flood boundary on or within one hundred feet (100") of the project site, based upon the most recent Flood Insurance Rate Map (FIRM) or as calculated by a professional engineer for areas not assessed on these maps; There is no known 100 year flood plain associated with these sites according to the latest Flood Insurance Rate Map. m) Location, delineation and description of habitats mapped by the Massachusetts Natural Heritage & Endangered Species Program as Endangered, Threatened or of Special Concern, Estimated Habitats of Rare Wildlife and Certified Vernal Pools, Potential Vernal Pools, and Priority Habitats of Rare Species within five hundred (500) feet of any proposed area of disturbance; Based on the latest publication from the Natural Heritage and Endangered Species Program there are no mapped Priority or Estimated Habitats. Additionally there are no identified vernal pools or potential vernal pools on this site. n) The general outline of existing vegetation, wooded areas, significant trees, unique species and tree clusters and the extent of all vegetation, wooded areas, significant mature trees, unique species and/or tree clusters to be removed; All four properties are wooded and currently only Lot 2B is developed(with an existing house to be razed and a new house to be built). Due to each lot having a house, septic system, driveway, landscaping and associated site grading there is a need to cut trees to develop these properties. A survey has not been completed to locate and identify all the trees within the limit of work due to the amount of time needed to complete this task. The developer is willing to walk the property with the Planning Board or an agent of the Board when the limit of work line is established in the field to determine if any specimen trees could be retained. o) Locations of existing and proposed wells and septic systems on or within 100 feet of the site; There are no known potable water wells on the abutting properties. The four proposed single family homes will utilize town water for domestic water use. Each home site will have a septic system installed (the septic system design has been approved by the North Andover Board of Health). Abutting properties have onsite septic systems as well. p) A drainage area map showing pre and post construction watersheds, subwatersheds and stormwater flow paths, including municipal drainage system flows; See Site Plan q) A description of existing soils on the site (type, hydrologic soil group, erodibility), and the volume and nature of any imported soil materials; Soil testing was conducted by others in sizing and locating the septic system for each lot. The soil testpits and soil logs are provided on the Site Plans. This data is being used to size the drainage infrastructure as far as soil exfiltration rates and seasonal high groundwater table. r) Estimated seasonal high groundwater elevation in areas to be used for stormwater retention, detention, or infiltration, and the basis for determination; Estimate seasonal high groundwater tables for each lot were established by others during soil testing for the design of the septic systems. These testpits were conducted by another engineer and witnessed by the North Andover Board of Health. The data obtained via these soil testing results will be used for the drainage BMP design. s) Proposed improvements, including locations of buildings or other structures, impervious surfaces, and drainage facilities; See Site Plan t) A description and drawings of all components of the proposed stormwater management system including: i. Locations, cross sections, and profiles of all brooks, streams, drainage swales and their method of stabilization; ii. All measures for the detention, retention or infiltration of water; iii. All measures for the protection of water quality; iv. The structural details for all components of the proposed drainage systems and stormwater management facilities; V. Notes on drawings specifying materials to be used, construction specifications, and typical details. The Site Plans used for Lot 1A and Lot 18 have drainage infiltration details (profile and cross-section) with elevations shown that were approved by the North Andover Conservation Commission for capturing and infiltrating stormwater runoff for the associated roof. The identical system is being proposed for Lot 2A and Lot 28. Each system has an emergency overflow provided from the downspout. u) Hydrologic and hydraulic design calculations for the pre-development and post- development conditions for the design storms specified in this Regulation. Such calculations shall be conducted in accordance with the most recent version of the Massachusetts Stormwater Handbook and the criteria set forth in Section 7.2 and shall include; i. Description of design storm frequency, intensity, and duration; ii. Time of concentration; iii. Soil Runoff Curve Number (RCN) based on land use and soil hydrologic group; iv. Peak runoff rates and total runoff volumes for each watershed and subwatershed area under existing and proposed conditions; V. Infiltration rates, where applicable; See attached HydroCAD calculations Misc . Drainage Highlights : 1 ) This site is being modeled as a Class B soil type based on the septic testing conducted on each lot having sand and loamy sand soil types with percolation rates ranging from 2 MPI - 14 MPI . 2 ) Due to the small lot sizes and small watershed areas for each lot it was very difficult to match the 2 Year storm peak rate of runoff . The calculations are within 0 . 01 cfs which is a rounding calculation . 3 ) A minimum time of concentration of 6 min is used. Sullivan Engineering Group, LLC 0111 Engineers&Land Dei vlopment Consultants The HydroCAD report models the Predevelopment Condition vs.Postdevelopment Condition for the entire site area. The stormwater design reduces the peak rate of runoff and volume for the 2, 10,25 and 100 year storm event. The following is summary of the peak rate of runoff for various storm events: LOT lA Predevelopment(cfs) Volume (CF) Postdevelopment (cfs) Volume (CF) Storm Event 2 Year 0.05 381 0.06* 325 10 Year 0.33 1418 0.31 1012 25 Year 0.67 2479 0.55 1679 100 Year 1.54 5321 1.15 3400 LOT 1B Predevelopment(cfs) Volume (CF) Postdevelopment (cfs) Volume (CF) Storm Event 2 Year 0.08 585 0.09* 455 10 Year 0.59 2068 0.44 1419 25 Year 1.13 3563 0.77 2352 100 Year 2.54 7528 1.62 4764 LOT 2A Predevelopment(cfs) Volume (CF) Postdevelopment (cfs) Volume (CF) Storm Event 2 Year 0.05 335 0.07* 351* 10 Year 0.35 1243 0.34 1093 25 Year 0.68 2173 0.59 1.29 100 Year 1.57 4663 1.25 3672 LOT 2B Predevelopment(cfs) Volume (CF) Postdevelopment (cfs) Volume (CF) Storm Event 2 Year 0.24 915 0.25* 916* 10 Year 0.81 2509 0.80 2444 25 Year 1.34 3986 1.29 3845 100 Year 2.62 7682 2.50 7328 * Although this number is higher than predevelopment it is within rounding differences and should be considered equal. PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153Cwcomcast.net STORMWATER QUALITY WORKSHEET Stormwater Management Standard - Lot 1A Project: Mill Street Calc By: JDS Date: 14-Dec-17 Client: TKZ SECTION 1: Water Quality Volume Calculation: REQUIRED: Impervious Area: 2,024 S.F = 0.05 Acres Volume Required: 2,024 S.F x 0.5 Inches x 1 Ft 84 C.F. 12 inches PROPOSED: Field #1 (Infiltrators) = 143 C.F. 10-Year Storm SO' 143'C;F. 84 C.F. SECTION 2: Recharge Volume Calculations REQUIRED: Total Impervious Area: 2,024 S.F = 0.05 Acres Vol To Recharge (x Imp. Area) S.F. Over Soil Type "A" material = 0.60 Inches of Runoff 2024 S.F. Over Soil Type "B" material = 0.35 Inches of Runoff S.F. Over Soil Type "C" material = 0.25 Inches of Runoff S.F. Over Soil Type "D" material 0.10 Inches of Runoff Recharge Volume: 2,024 s.f. x 0.35 x 1 Ft (Class B Soil) = 59 C.F. 12 inches Field#1 625 C.F. > 59 C.F. STORMWATER QUALITY WORKSHEET Stormwater Management Standard - Lot 1 B Project: Mill Street Calc By: JDS Date: 14-Dec-17 Client: TKZ SECTION 1: Water Quality Volume Calculation: REQUIRED: Impervious Area: 2,047 S.F = 0.05 Acres Volume Required: 2,047 S.F x 0.5 Inches x 1 Ft 85 C.F. 12 inches PROPOSED: Field #1 (Infiltrators) = 143 C.F. 10-Year Storm SO' 143'C;F. 85 C.F. SECTION 2: Recharge Volume Calculations REQUIRED: Total Impervious Area: 2,047 S.F = 0.05 Acres Vol To Recharge (x Imp. Area) S.F. Over Soil Type "A" material = 0.60 Inches of Runoff 2047 S.F. Over Soil Type "B" material = 0.35 Inches of Runoff S.F. Over Soil Type "C" material = 0.25 Inches of Runoff S.F. Over Soil Type "D" material 0.10 Inches of Runoff Recharge Volume: 2,047 s.f. x 0.35 x 1 Ft (Class B Soil) = 59 C.F. 12 inches Field#1 625 C.F. > 59 C.F. STORMWATER QUALITY WORKSHEET Stormwater Management Standard - Lot 2A Project: Mill Street Calc By: JDS Date: 14-Dec-17 Client: TKZ SECTION 1: Water Quality Volume Calculation: REQUIRED: Impervious Area: 1,888 S.F = 0.04 Acres Volume Required: 1,888 S.F x 0.5 Inches x 1 Ft 78 C.F. 12 inches PROPOSED: Field #1 (Infiltrators) = 143 C.F. 10-Year Storm SO' 143'C;F. 78 C.F. SECTION 2: Recharge Volume Calculations REQUIRED: Total Impervious Area: 1,888 S.F = 0.04 Acres Vol To Recharge (x Imp. Area) S.F. Over Soil Type "A" material = 0.60 Inches of Runoff 1888 S.F. Over Soil Type "B" material = 0.35 Inches of Runoff S.F. Over Soil Type "C" material = 0.25 Inches of Runoff S.F. Over Soil Type "D" material 0.10 Inches of Runoff Recharge Volume: 1,888 s.f. x 0.35 x 1 Ft (Class B Soil) = 55 C.F. 12 inches Field#1 625 C.F. > 55 C.F. STORMWATER QUALITY WORKSHEET Stormwater Management Standard - Lot 2B Project: Mill Street Calc By: JDS Date: 14-Dec-17 Client: TKZ SECTION 1: Water Quality Volume Calculation: REQUIRED: Impervious Area: 1,872 S.F = 0.04 Acres Volume Required: 1,872 S.F x 0.5 Inches x 1 Ft 78 C.F. 12 inches PROPOSED: Field #1 (Infiltrators) = 143 C.F. 10-Year Storm SO' 143'C;F. 78 C.F. SECTION 2: Recharge Volume Calculations REQUIRED: Total Impervious Area: 1,872 S.F = 0.04 Acres Vol To Recharge (x Imp. Area) S.F. Over Soil Type "A" material = 0.60 Inches of Runoff 1872 S.F. Over Soil Type "B" material = 0.35 Inches of Runoff S.F. Over Soil Type "C" material = 0.25 Inches of Runoff S.F. Over Soil Type "D" material 0.10 Inches of Runoff Recharge Volume: 1,872 s.f. x 0.35 x 1 Ft (Class B Soil) = 55 C.F. 12 inches Field#1 625 C.F. > 55 C.F. 1S_E 2S_E 3S_E 4S_E O O O Lot 1 B Lo�A Lot 2B Lot 1 A- 1L 2L 3L 4L Total Offsite-Lot 1A Total Offsite-Lot 1 B Total Offsite-Lot 2A Total Offsite-Lot 2B SubCat Reach onILinkl Drainage Diagram for Mill Street_Predevelopment Prepared by Sullivan Engineering Group, LLC 12/14/2017 HydroCAD®7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems Mill Street_Predevelopment Type Ill 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S_E: Lot 1A- Runoff Area=21,780 sf Runoff Depth=0.21" Flow Length=177' Tc=10.6 min CN=55 Runoff=0.05 cfs 381 cf Subcatchment 2S_E: Lot 1 B Runoff Area=29,625 sf Runoff Depth=0.24" Tc=6.0 min CN=56 Runoff=0.08 cfs 585 cf Subcatchment 3S_E: Lot 2A Runoff Area=19,050 sf Runoff Depth=0.21" Tc=6.0 min CN=55 Runoff=0.05 cfs 335 cf Subcatchment 4S_E: Lot 2B Runoff Area=23,980 sf Runoff Depth=0.46" Tc=6.0 min CN=63 Runoff=0.24 cfs 915 cf Link 1 L: Total Offsite - Lot I Inflow=0.05 cfs 381 cf Primary=0.05 cfs 381 cf Link 2L: Total Offsite - Lot I Inflow=0.08 cfs 585 cf Primary=0.08 cfs 585 cf Link 3L: Total Offsite - Lot 2A Inflow=0.05 cfs 335 cf Primary=0.05 cfs 335 cf Link 4L: Total Offsite - Lot 2B Inflow=0.24 cfs 915 cf Primary=0.24 cfs 915 cf Total Runoff Area = 94,435 sf Runoff Volume = 2,216 cf Average Runoff Depth = 0.28" Mill Street_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S E: Lot 1A- Runoff = 0.05 cfs @ 12.41 hrs, Volume= 381 cf, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 21,780 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 127 0.0500 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.6 177 Total Subcatchment 1S E: Lot 1A- Hydrograph 0.055 p Runoff 0.05 cfs Type III 24-h r 2 yr 0.045 - - - % - - Rainfall=3.20"-- 0.04 j Runoff Area=21,780 sf 0.035 - - % Runoff Volume=381 cf - 0.03 3 -Runoff Depth=021"-- LL 0.025 i� Flow Length=177' 0.02 0.015... Tc=10.6 min - - - - - - - Cad=55- 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S E: Lot 1 B Runoff = 0.08 cfs @ 12.31 hrs, Volume= 585 cf, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 712 98 Outbuildings 28,913 55 Woods, Good, HSG B 29,625 56 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S E: Lot 1 B Hydrograph 0.09 0 Runoff 0.08 cfs oo08 j Type III 24-hr 2 yr 0.075 Rainfall=3.20" 0.07 0.065 Runoff Area=29,625 sf 0055 Runoff Volume=585 cf g o045 % Runoff Depth=024 0.04 Tc=6.0 min - 0.035 /' 0.03 CN=56 0.025 0.02 0.015 0.01 0.005, 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S E: Lot 2A Runoff = 0.05 cfs @ 12.33 hrs, Volume= 335 cf, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 19,050 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S E: Lot 2A Hydrograph 0.05 ®Runoff 0.048 0.05 cfs 0:044 Type III 24-hr 2 yr 0.042 004 0.038 Rainfall=320 0.034 Runoff Area=19,050 sf °.032 0.03 Runoff Volume=335 cf 3 0:0z6 % Runoff Depth=0.21 0 0.024 0.00.22 �,,, Tc=6.0 min 0.018 0.016. CN=55 0.014 - 0.012 - - - - - r - 0.01 �i 0.008 0.006 � 0.004 0.002 0.... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S E: Lot 2B Runoff = 0.24 cfs @ 12.12 hrs, Volume= 915 cf, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,500 98 Existing House 2,334 98 Driveway 3,620 61 >75% Grass cover, Good, HSG B 16,526 55 Woods, Good, HSG B 23,980 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S E: Lot 2B Hydrograph 0.26 p Runoff 0.25 0.24 cfs 0.24 0:22 j Type III 24-hr 2 yr 0.21:ii j Rainfall=3.20" 0.2 0.�$ j Runoff Area=23'980 sf 0.17 w 0.15 Runoff Volume=915 cf 0.14 0.13 Runoff Depth=0.46" 3 0.12 LL 0.11 0.1 % Tc=6■0 min 0.09 0.08 . CN=63 0.07 , 0.05 0.04 - - - - - - - 0.03 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 21,780 sf, Inflow Depth = 0.21" for 2 yr event Inflow = 0.05 cfs @ 12.41 hrs, Volume= 381 cf Primary = 0.05 cfs @ 12.41 hrs, Volume= 381 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph IM Inflow 0.055 p Primary 05 0. cfs 0.05 Inflow Area=21,780 sf 0.045 0.04 0.035 u 0.03 j LL 0.025 - I 0.02 0.015 0.01 0.005 gg i, si 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 29,625 sf, Inflow Depth = 0.24" for 2 yr event Inflow = 0.08 cfs @ 12.31 hrs, Volume= 585 cf Primary = 0.08 cfs @ 12.31 hrs, Volume= 585 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph IM Inflow p Primary 0085 0.08 cfs Inflow Area=29,625 sf 0.08 0.075 0.07 0.065 0.06 / w 0.055 0.05 0 0.045 LL 0.04 �, 0.035 0.03 0.025 qi 0.02 0.015 0.01 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 19,050 sf, Inflow Depth = 0.21" for 2 yr event Inflow = 0.05 cfs @ 12.33 hrs, Volume= 335 cf Primary = 0.05 cfs @ 12.33 hrs, Volume= 335 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow 0.05 p Primary 0.04 0.05 cfs 0.046 Inflow Area=19,050 sf 0.044 0.042 :r: 0.04 0.036 0.034 0.032 0.03 w 0.028 u 0.026 0 0.024 1 0.022 0.018 / n 0.016 0.014 0.012 0.01 0.006 0.004 0.002 , li/ � 0...,,, ��.,. � isr�iiv. ...i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 23,980 sf, Inflow Depth = 0.46" for 2 yr event Inflow = 0.24 cfs @ 12.12 hrs, Volume= 915 cf Primary = 0.24 cfs @ 12.12 hrs, Volume= 915 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph IM Inflow 0.26 0 Primary 0.24 cfs 0.2 Inflow Area=23,980 sf 0.22 0.2 0.18 0.16 w / 0.14 � 3 0 0.12 LL 0.1 0.08 0.06 Ogg i� 0.04 - - - - - 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S_E: Lot 1A- Runoff Area=21,780 sf Runoff Depth=0.78" Flow Length=177' Tc=10.6 min CN=55 Runoff=0.33 cfs 1,418 cf Subcatchment 2S_E: Lot 1 B Runoff Area=29,625 sf Runoff Depth=0.84" Tc=6.0 min CN=56 Runoff=0.59 cfs 2,068 cf Subcatchment 3S_E: Lot 2A Runoff Area=19,050 sf Runoff Depth=0.78" Tc=6.0 min CN=55 Runoff=0.35 cfs 1,243 cf Subcatchment 4S_E: Lot 2B Runoff Area=23,980 sf Runoff Depth=1.26" Tc=6.0 min CN=63 Runoff=0.81 cfs 2,509 cf Link 1L: Total Offsite - Lot I Inflow=0.33 cfs 1,418 cf Primary=0.33 cfs 1,418 cf Link 2L: Total Offsite - Lot I Inflow=0.59 cfs 2,068 cf Primary=0.59 cfs 2,068 cf Link 3L: Total Offsite - Lot 2A Inflow=0.35 cfs 1,243 cf Primary=0.35 cfs 1,243 cf Link 4L: Total Offsite - Lot 2B Inflow=0.81 cfs 2,509 cf Primary=0.81 cfs 2,509 cf Total Runoff Area = 94,435 sf Runoff Volume = 7,237 cf Average Runoff Depth = 0.92" Mill Street_Predevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S E: Lot 1A- Runoff = 0.33 cfs @ 12.19 hrs, Volume= 1,418 cf, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 21,780 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 127 0.0500 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.6 177 Total Subcatchment 1S E: Lot 1A- Hydrograph 0.36 0 Runoff 0.33 cfs 0.34 0.32 Type III 24-hr 10 yr 03 0.28 j Rainfall=4.80" 0.26 / Runoff Area=21,780 sf j 0.24 0.22 Runoff;Volume=1,418 cf y 0.2 j Runoff Depth=0.78 3 0.18 Flow Len th=177' LL a1s � 9 0.14 j Tc=10.6 min 0.12 CN=55 0.0s 0.06 - 0.04 %' 0.02„ zr 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S E: Lot 1 B Runoff = 0.59 cfs @ 12.11 hrs, Volume= 2,068 cf, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 712 98 Outbuildings 28,913 55 Woods, Good, HSG B 29,625 56 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S E: Lot 1 B Hydrograph 0.65 p Runoff 0.59 cfs 0.6 Type III 24-hr 10 yr 0.55 Rainfall=4.80" 0.5 0.45 % Runoff Area=29,625 sf 0.4 Runoff Volume=2,068 cf j 3 0.35 j Runoff Depth=0.84" LL 0.3 Tc=6.0 m i n 0.25 j CN=56- - 0.2 i 0.1 ./ / 0.05 0 ���f//'wivivi�Rr"i1%/��,/i%%%//r/,/r///��%////�//%f/�i 'd,;/� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 14 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S E: Lot 2A Runoff = 0.35 cfs @ 12.11 hrs, Volume= 1,243 cf, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 19,050 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S E: Lot 2A Hydrograph 0.38 p Runoff 0.36 0.35 cfs 0.34 j Type III 24-hr 10 yr 0.32 0.3 Rainfall=4.80": 028 Runoff Area=19,050 sf 0.26 0.24 Runoff Volume=1,243 cf-- y 0.22 ; 0.2 j Runoff Depth=0.78" 0 0.18� 0.16 Tc=6.0 min 0.14 CN=55 0.12 0.1 ; 0.08 - 0.06 - 0.04 0.02 0... L1a�r/�L�// /i 5 6 7 8 9 10 11 12 13 14 15 7 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S E: Lot 2B Runoff = 0.81 cfs @ 12.10 hrs, Volume= 2,509 cf, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,500 98 Existing House 2,334 98 Driveway 3,620 61 >75% Grass cover, Good, HSG B 16,526 55 Woods, Good, HSG B 23,980 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S E: Lot 2B Hydrograph 0.9 0 Runoff 0.85 0.81 cfs 0.8 j Type III 24-hr 10 yr 0.75 0.7 Rainfall=4.80" 0.65 Runoff Area=23 980 sf 0.6 7 0.55 Runoff Volume=2,509 cf 05 % Runoff Depth=1.26" 0.45 � 0.4 ! Tc=6.0 m i n 0.35 CN=63 0.3 0.25 < 0.2 / 0.150.05 0,,,,, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 21,780 sf, Inflow Depth = 0.78" for 10 yr event Inflow = 0.33 cfs @ 12.19 hrs, Volume= 1,418 cf Primary = 0.33 cfs @ 12.19 hrs, Volume= 1,418 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph Inflow 0.36 ElPrimary 0.33 cfs 0.34 Inflow Area=21,780 sf 0.32 0.3 0.28 0.26 0.24 0.22 u 0.2 3 0.18 o LL 0.16 0.14 0.12 0.1 0.08 - - - - - - - 0.06 0.04 0.02: 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 29,625 sf, Inflow Depth = 0.84" for 10 yr event Inflow = 0.59 cfs @ 12.11 hrs, Volume= 2,068 cf Primary = 0.59 cfs @ 12.11 hrs, Volume= 2,068 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph IM Inflow 0.65 0 Primary 0.6 0.59 cfs Inflow Area=29,625 sf 0.55 0.5 0.45 _ 0.4 0.35 " 3 LL 0.3 0.25 ' 0.2 i 0.15 0.1 %y 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 19,050 sf, Inflow Depth = 0.78" for 10 yr event Inflow = 0.35 cfs @ 12.11 hrs, Volume= 1,243 cf Primary = 0.35 cfs @ 12.11 hrs, Volume= 1,243 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow 0.38 p Primary 0.36 0.35 cfs Inflow Area=19,050 sf 0.34 0.32:::r 0.3 0.28 0.26 0.24 w 0.22 0.2 0 0.16 0.14 0.12 0.1 , 0.08 i r; 0.06 0.04 0.02 ", PRO 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 23,980 sf, Inflow Depth = 1.26" for 10 yr event Inflow = 0.81 cfs @ 12.10 hrs, Volume= 2,509 cf Primary = 0.81 cfs @ 12.10 hrs, Volume= 2,509 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph IM Inflow 0.9 p Primary 0.85 0.81 cfs Inflow Area=23,980 sf 0.8 0.75 0.7 0.65 0.6 0.55 w 0.5 3 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 SOF 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S_E: Lot 1A- Runoff Area=21,780 sf Runoff Depth=1.37" Flow Length=177' Tc=10.6 min CN=55 Runoff=0.67 cfs 2,479 cf Subcatchment 2S_E: Lot 1 B Runoff Area=29,625 sf Runoff Depth=1.44" Tc=6.0 min CN=56 Runoff=1.13 cfs 3,563 cf Subcatchment 3S_E: Lot 2A Runoff Area=19,050 sf Runoff Depth=1.37" Tc=6.0 min CN=55 Runoff=0.68 cfs 2,173 cf Subcatchment 4S_E: Lot 2B Runoff Area=23,980 sf Runoff Depth=1.99" Tc=6.0 min CN=63 Runoff=1.34 cfs 3,986 cf Link 1 L: Total Offsite - Lot I Inflow=0.67 cfs 2,479 cf Primary=0.67 cfs 2,479 cf Link 2L: Total Offsite - Lot I Inflow=1.13 cfs 3,563 cf Primary=1.13 cfs 3,563 cf Link 3L: Total Offsite - Lot 2A Inflow=0.68 cfs 2,173 cf Primary=0.68 cfs 2,173 cf Link 4L: Total Offsite - Lot 2B Inflow=1.34 cfs 3,986 cf Primary=1.34 cfs 3,986 cf Total Runoff Area = 94,435 sf Runoff Volume = 12,200 cf Average Runoff Depth = 1.55" Mill Street_Predevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S E: Lot 1A- Runoff = 0.67 cfs @ 12.17 hrs, Volume= 2,479 cf, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 21,780 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 127 0.0500 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.6 177 Total Subcatchment 1S E: Lot 1A- Hydrograph 0 Runoff 0.7. 0.67 cfs 0.65 j Type III 24-hr 25 yr 0.6 % Rainfall=6.00" 0.55 - -Runoff Area=21,780 sf - 0.5 0.45 Runoff Volume=2,479 cf �; 0.4 j Runoff Depth=1-.37" 0.35 % Flow Length=177' a 0.3 025 / Tc=10.6 min 0.2 / CN=55 0.15 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S E: Lot 1 B Runoff = 1.13 cfs @ 12.10 hrs, Volume= 3,563 cf, Depth= 1.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 712 98 Outbuildings 28,913 55 Woods, Good, HSG B 29,625 56 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S E: Lot 1 B Hydrograph p Runoff 1.13 cfs j Type III 24-hr 25 yr 1... Rainfall=6.00 Runoff Area=29,625 sf w / Runoff Volume=3,563 cf Runoff Depth=1.44 Tc=6.0 m i n CN=56 %y r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 23 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S E: Lot 2A Runoff = 0.68 cfs @ 12.10 hrs, Volume= 2,173 cf, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 19,050 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S E: Lot 2A Hydrograph 0.75 p Runoff 0.68 cfs 0.7 0.65 j Type III 24-hr 25 yr Rainfall=6.00 0.55 j Runoff Area=19,050 sf 05 - Runoff Volume=2,173 cf .., 0.4 Runoff Depth=1.37" 3 0.35 Tc=6.0-min 0.3 - CN=55 0.25 0.2 0.15 G/ 0.1 o /i/ /, 0.05 /?d s 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S E: Lot 2B Runoff = 1.34 cfs @ 12.10 hrs, Volume= 3,986 cf, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,500 98 Existing House 2,334 98 Driveway 3,620 61 >75% Grass cover, Good, HSG B 16,526 55 Woods, Good, HSG B 23,980 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S E: Lot 2B Hydrograph 1.34 cfs 0 Runoff j Type III 24-hr 25 yr 0 Rainfall=6.00" Runoff Area=23,980 sf Runoff Volume=3,986 cf w Runoff De�pth=1.99" Tc=6.0 rain CN=63 OL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 21,780 sf, Inflow Depth = 1.37" for 25 yr event Inflow = 0.67 cfs @ 12.17 hrs, Volume= 2,479 cf Primary = 0.67 cfs @ 12.17 hrs, Volume= 2,479 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph Inflow ElPrimary 0.7 0.67 cfs Inflow Area=21,780 sf 0.65 - - - - 0.6 0.55 0.5 0.45 u 0.4 _3 0 0.35 LL 0.3 0.25 ' 0.2 0.15 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 29,625 sf, Inflow Depth = 1.44" for 25 yr event Inflow = 1.13 cfs @ 12.10 hrs, Volume= 3,563 cf Primary = 1.13 cfs @ 12.10 hrs, Volume= 3,563 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph Inflow ElPrimary 1.13 cfs Inflow Area=29,625 sf w 3 LL io i r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 19,050 sf, Inflow Depth = 1.37" for 25 yr event Inflow = 0.68 cfs @ 12.10 hrs, Volume= 2,173 cf Primary = 0.68 cfs @ 12.10 hrs, Volume= 2,173 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow 0.75 0 Primary 0.7 0.68 cfs Inflow Area=19,050 sf 0.65 0.6 0.55 0.5 0.45 0.4 0 0.35 LL 0.3 0.25 0.2 0.15 i 0.10.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 23,980 sf, Inflow Depth = 1.99" for 25 yr event Inflow = 1.34 cfs @ 12.10 hrs, Volume= 3,986 cf Primary = 1.34 cfs @ 12.10 hrs, Volume= 3,986 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph Inflow ElPrimary 1.34 cfs Inflow Area=23,980 sf w i o LL �r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S_E: Lot 1A- Runoff Area=21,780 sf Runoff Depth=2.93" Flow Length=177' Tc=10.6 min CN=55 Runoff=1.54 cfs 5,321 cf Subcatchment 2S_E: Lot 1 B Runoff Area=29,625 sf Runoff Depth=3.05" Tc=6.0 min CN=56 Runoff=2.54 cfs 7,528 cf Subcatchment 3S_E: Lot 2A Runoff Area=19,050 sf Runoff Depth=2.94" Tc=6.0 min CN=55 Runoff=1.57 cfs 4,663 cf Subcatchment 4S_E: Lot 2B Runoff Area=23,980 sf Runoff Depth=3.84" Tc=6.0 min CN=63 Runoff=2.62 cfs 7,682 cf Link 1 L: Total Offsite - Lot I Inflow=1.54 cfs 5,321 cf Primary=1.54 cfs 5,321 cf Link 2L: Total Offsite - Lot I Inflow=2.54 cfs 7,528 cf Primary=2.54 cfs 7,528 cf Link 3L: Total Offsite - Lot 2A Inflow=1.57 cfs 4,663 cf Primary=1.57 cfs 4,663 cf Link 4L: Total Offsite - Lot 2B Inflow=2.62 cfs 7,682 cf Primary=2.62 cfs 7,682 cf Total Runoff Area = 94,435 sf Runoff Volume = 25,194 cf Average Runoff Depth = 3.20" Mill Street_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S E: Lot 1A- Runoff = 1.54 cfs @ 12.16 hrs, Volume= 5,321 cf, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 21,780 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 127 0.0500 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.6 177 Total Subcatchment 1S E: Lot 1A- Hydrograph 1.54 cfs 0 Runoff j Type III 24-h r 100 yr j Rainfall=8.60" j Runoff Area=21,780 sf Runoff Volume=5,321 cf-- Runoff Depth=2.93" Flow Length=177' Tc=10.6 min CN=55 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S E: Lot 1 B Runoff = 2.54 cfs @ 12.10 hrs, Volume= 7,528 cf, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 712 98 Outbuildings 28,913 55 Woods, Good, HSG B 29,625 56 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S E: Lot 1 B Hydrograph p Runoff 2.54 cfs Type III 24-h r 100 yr jRainfall=8.60" 2... Runoff Area=29,625 sf Runoff Volume=7,528 cf Runoff Depth=3.05" 0 Tc=6;0 m i n CN=56 r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 32 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S E: Lot 2A Runoff = 1.57 cfs @ 12.10 hrs, Volume= 4,663 cf, Depth= 2.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 19,050 55 Woods, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S E: Lot 2A Hydrograph 1.57 cfs 0 Runoff Type III 24-h r 100 yr j Rainfall=8.60" Runoff Area=19,050 sf Runoff Volume=4,663 cf-- 1... w j Runoff Depth=2.94.. Tc=6;0 m i n CN=55 0,.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 33 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S E: Lot 2B Runoff = 2.62 cfs @ 12.09 hrs, Volume= 7,682 cf, Depth= 3.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,500 98 Existing House 2,334 98 Driveway 3,620 61 >75% Grass cover, Good, HSG B 16,526 55 Woods, Good, HSG B 23,980 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S E: Lot 2B Hydrograph 2.62 cfs 0 Runoff j Type III 24-h r 100 yr Rainfall=8.60" 2,.. j Runoff Area=23,980 sf j Runoff Volume=7,682 cf Runoff Depth=3.84" 3 LL Tc=6.0 m i n / e-/ /, 6r��iririr 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 34 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 21,780 sf, Inflow Depth = 2.93" for 100 yr event Inflow = 1.54 cfs @ 12.16 hrs, Volume= 5,321 cf Primary = 1.54 cfs @ 12.16 hrs, Volume= 5,321 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph Inflow 1.54 cfs ®Primary Inflow Area=21 ,780 sf o LL //i,/,ii p///i// /, i/,� 0... i/i/i// ///,r/dos/�/1,/,1�/� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 35 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 29,625 sf, Inflow Depth = 3.05" for 100 yr event Inflow = 2.54 cfs @ 12.10 hrs, Volume= 7,528 cf Primary = 2.54 cfs @ 12.10 hrs, Volume= 7,528 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph IM Inflow El Primary 2.54 cfs Inflow Area=29,625 sf u 3 LL i 1' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 36 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 19,050 sf, Inflow Depth = 2.94" for 100 yr event Inflow = 1.57 cfs @ 12.10 hrs, Volume= 4,663 cf Primary = 1.57 cfs @ 12.10 hrs, Volume= 4,663 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow ElPrimary 1.57 cfs Inflow Area=19,050 sf o LL //%;.'///�/'%v i/r�/ / 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 37 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 23,980 sf, Inflow Depth = 3.84" for 100 yr event Inflow = 2.62 cfs @ 12.09 hrs, Volume= 7,682 cf Primary = 2.62 cfs @ 12.09 hrs, Volume= 7,682 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph IM Inflow p Primary 2.62 cfs Inflow Area=23,980 sf 2... .2 FOR LL ////�//////'///// / �� — %tea 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1S 1S_D 3S 3S_D Roof Area- of 1A \ 2S \\ 4S Porous Driay Remai ing Area Roof Are-Lot 1 B Porous Driv ������IIIIII Remainin Area 1B 1P 1A 2P A Porous Pvmt Base Porous Pvmt Base 1�1 Infiltration Field-Lot 1 B 2L Infiltration Field-Lot 1A Total Offsite-Lot 1A Total Offsite-Lot 1 B 5S_D 6S 5S \ 7S 8S Porous Driway Remain ng Area 2A Roof At O Roof Are -Lot 2A b I Remainin Area �I7 -Lot 2B A3P Porous Pvmt Base 17 Infiltration Field-Lot 2A 13L 4P 14L1 Total Offsite-Lot 2A Infiltration Field-Lot 2B Total Offsite-Lot 2B SubCat Reach on linkl Drainage Diagram for Mill Street_Postdevelopment Prepared by Sullivan Engineering Group, LLC 12/14/2017 HydroCAD®7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Area - Lot 1A Runoff Area=1,772 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.12 cfs 410 cf Subcatchment 1S_D: Porous Driveway Runoff Area=7,713 sf Runoff Depth=0.25" Tc=542.0 min CN=69 Runoff=0.01 cfs 163 cf Subcatchment 2S: Remaining Area Runoff Area=12,043 sf Runoff Depth=0.32" Tc=6.0 min CN=59 Runoff=0.06 cfs 325 cf Subcatchment 3S: Roof Area - Lot 1 B Runoff Area=1,772 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.12 cfs 410 cf Subcatchment 3S_D: Porous Driveway Runoff Area=10,977 sf Runoff Depth=0.20" Tc=542.0 min CN=66 Runoff=0.01 cfs 181 cf Subcatchment 4S: Remaining Area Runoff Area=16,876 sf Runoff Depth=0.32" Tc=6.0 min CN=59 Runoff=0.09 cfs 455 cf Subcatchment 5S: Roof Area - Lot 2A Runoff Area=1,772 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.12 cfs 410 cf Subcatchment 5S_D: Porous Driveway Runoff Area=4,270 sf Runoff Depth=0.23" Tc=542.0 min CN=68 Runoff=0.01 cfs 83 cf Subcatchment 6S: Remaining Area Runoff Area=13,008 sf Runoff Depth=0.32" Tc=6.0 min CN=59 Runoff=0.07 cfs 351 cf Subcatchment 7S: Roof Area - Lot 2B Runoff Area=1,772 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.12 cfs 410 cf Subcatchment 8S: Remaining Area Runoff Area=22,208 sf Runoff Depth=0.50" Tc=6.0 min CN=64 Runoff=0.25 cfs 916 cf Pond 1P: Infiltration Field - Lot 1A Peak EIev=0.50' Storage=73 cf Inflow=0.12 cfs 410 cf Outflow=0.04 cfs 409 cf Pond 2P: Infiltration Field - Lot 1B Peak EIev=0.50' Storage=73 cf Inflow=0.12 cfs 410 cf Outflow=0.04 cfs 409 cf Pond 3P: Infiltration Field - Lot 2A Peak EIev=0.50' Storage=73 cf Inflow=0.12 cfs 410 cf Outflow=0.04 cfs 409 cf Pond 4P: Infiltration Field - Lot 2B Peak EIev=0.50' Storage=73 cf Inflow=0.12 cfs 410 cf Outflow=0.04 cfs 409 cf Mill Street_Postdevelopment Type Ill 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Peak EIev=0.00' Storage=1 cf Inflow=0.01 cfs 163 cf Outflow=0.01 cfs 162 cf Pond D1 B: Porous Pvmt Base Peak EIev=0.00' Storage=1 cf Inflow=0.01 cfs 181 cf Outflow=0.01 cfs 180 cf Pond D2A: Porous Pvmt Base Peak EIev=0.00' Storage=1 cf Inflow=0.01 cfs 83 cf Outflow=0.01 cfs 83 cf Link 1 L: Total Offsite - Lot 1A Inflow=0.06 cfs 325 cf Primary=0.06 cfs 325 cf Link 2L: Total Offsite - Lot I Inflow=0.09 cfs 455 cf Primary=0.09 cfs 455 cf Link 3L: Total Offsite - Lot 2A Inflow=0.07 cfs 351 cf Primary=0.07 cfs 351 cf Link 4L: Total Offsite - Lot 2B Inflow=0.25 cfs 916 cf Primary=0.25 cfs 916 cf Total Runoff Area = 94,183 sf Runoff Volume = 4,112 cf Average Runoff Depth = 0.52" Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S: Roof Area - Lot 1A Runoff = 0.12 cfs @ 12.09 hrs, Volume= 410 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Roof Area - Lot 1A Hydrograph p Runoff 0.13 0.12 cfs 0.12 Type III 24-hr 2 yr 0.11 Rainfall=3.20"-- - Runoff Area=1,772 sf-- 0.09 y 0.08 % Runoff Volume=410 cf 0.07 - - - Runoff Depth=2.77 1 0.06 0.05 i Tc=6.0 min 0.04 CN=98 0.03 0.02i 0.01 j 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1 S_D: Porous Driveway Runoff = 0.01 cfs @ 19.91 hrs, Volume= 163 cf, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,521 98 Driveway (Porous) 5,940 61 >75% Grass cover, Good, HSG B 252 70 Paver Walkway 7,713 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 1 S_D: Porous Driveway Hydrograph 0.014 0 Runoff 0.013 0.01 cfs 0.012 Type III 24-hr 2 yr 0.011 Rainfall=3.20" 0.01 Runoff Area=7,713 sf 0009. Runoff Volume=163 cf w 0.008 3 0.007 Runoff Depth=0.25" 1 0.006 Tc=542.0 m i n 0.005 CN=69 0.004 0.003„ 0.002 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S: Remaining Area Runoff = 0.06 cfs @ 12.15 hrs, Volume= 325 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 8,843 61 >75% Grass cover, Good, HSG B 3,200 55 Woods, Good, HSG B 12,043 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Remaining Area Hydrograph p Runoff 0.065 0.06 cfs 0.06 Type III 24-hr 2 yr 0.055 N Rainfall=3.20"_ 005 Runoff Area=12,043 sf - 0.045 y 004 Runoff Volume=325 cf 3 0.035 % Runoff Depth=032 LL 0.03 Tc=6.0_min 0.025 CN=59 0.02 0.015 0.01 i 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S: Roof Area - Lot 1 B Runoff = 0.12 cfs @ 12.09 hrs, Volume= 410 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area - Lot 1 B Hydrograph p Runoff 0.13 0.12 cfs 0.12 Type III 24-hr 2 yr 0.11 Rainfall=3.20"-- - Runoff Area=1,772 sf-- 0.09 y 0.08 % Runoff Volume=410 cf 0.07 - - - Runoff Depth=2.77 1 0.06 0.05 i Tc=6.0 min 0.04 CN=98 0.03 0.02i 0.01 j 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S_D: Porous Driveway Runoff = 0.01 cfs @ 20.00 hrs, Volume= 181 cf, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,554 98 Driveway 9,148 61 >75% Grass cover, Good, HSG B 275 70 Paver Walkway 10,977 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 3S_D: Porous Driveway Hydrograph 0.016 p Runoff 0.015. 0.01 cfs 0.014 Type III 24-hr 2 yr 0.013 Rainfall=3.20" 0.012 0.011 Runoff Area 10977 sf 0.01 - Runoff Volume=181 cf w 0.009 3 0.008 Runoff Depth=0.20" 0.007 Tc=542.0 m i n 0.006 0.005 CN=66 0.004 0.003 0.002 0.001 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S: Remaining Area Runoff = 0.09 cfs @ 12.15 hrs, Volume= 455 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 11,776 61 >75% Grass cover, Good, HSG B 5,100 55 Woods, Good, HSG B 16,876 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Remaining Area Hydrograph 0.095 p Runoff 0.09: 0.09 cfs 0.085 � Type III 24-hr 2 yr 0.08 0.075 Rainfall=3.20" 0.07 0006 Runoff Area=16,876 sf 0. Runoff Volume=455 cf w 0.055 005 % Runoff Depth=0.32" 0 0.045 0.04 Tc=6.0 min 0.035 0.03 CN=59 0.025 a� 0.02 - 0.015 i 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S: Roof Area - Lot 2A Runoff = 0.12 cfs @ 12.09 hrs, Volume= 410 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Roof Area - Lot 2A Hydrograph p Runoff 0.13 0.12 cfs 0.12 Type III 24-hr 2 yr 0.11 Rainfall=3.20"-- - Runoff Area=1,772 sf-- 0.09 y 0.08 % Runoff Volume=410 cf 0.07 - - - Runoff Depth=2.77 1 0.06 0.05 i Tc=6.0 min 0.04 CN=98 0.03 0.02i 0.01 j 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S_D: Porous Driveway Runoff = 0.01 cfs @ 19.90 hrs, Volume= 83 cf, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 768 98 Driveway 3,386 61 >75% Grass cover, Good, HSG B 116 70 Paver Walkway 4,270 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 5S_D: Porous Driveway Hydrograph 0.007 p Runoff 0.01 cfs 0.007 Type III-24-hr 2 yr 0.006..., 0.005 Rainfall=3.20" 0.005 Runoff Area=4,270 sf 0.004 0.004 Runoff Volume=83 cf 0.003 Runoff Depth=0.23„ LL 0.003 Tc=542.0 min 0.002 0.002 CN=68 0.001 0.001 0.000 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 6S: Remaining Area Runoff = 0.07 cfs @ 12.15 hrs, Volume= 351 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 9,608 61 >75% Grass cover, Good, HSG B 3,400 55 Woods, Good, HSG B 13,008 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Remaining Area Hydrograph p Runoff 0.07 0.07 cfs 0.065 j; Type III 24-hr 2 yr - Rainfall=3.20"-- 0.055 0.05 Runoff Area=13,008 sf 0.045 Runoff Volume=351 cf 0.04 Runoff Depth=0.32" 0LL 0.035 0.03 Tc=6.0 m i n 0.025 „ CN=59- 0.02 a 0.015 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 7S: Roof Area - Lot 2B Runoff = 0.12 cfs @ 12.09 hrs, Volume= 410 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Roof Area - Lot 2B Hydrograph p Runoff 0.13 0.12 cfs 0.12 Type III 24-hr 2 yr 0.11 Rainfall=3.20"-- - Runoff Area=1,772 sf-- 0.09 y 0.08 % Runoff Volume=410 cf 0.07 - - - Runoff Depth=2.77 1 0.06 0.05 i Tc=6.0 min 0.04 CN=98 0.03 0.02i 0.01 j 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 14 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 8S: Remaining Area Runoff = 0.25 cfs @ 12.12 hrs, Volume= 916 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 2,148 98 Driveway 100 70 Walkway (Pavers) 3,400 55 Woods, Good, HSG B 16,560 61 >75% Grass cover, Good, HSG B 22,208 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Remaining Area Hydrograph p Runoff 0.26 0.25 cfs 0.24 Type III 24-hr 2 yr 0.22 Rainfall=3.20"- - 02 - j Runoff Area=22,208 sf - 0.18 0.16 Runoff Volume=916 cf w 0.14 3 % Runoff Depth=0,50 O 1 0.12 Tc=6.0 min 0.1 j°.os CN=64 0.06... 0.04 , ° 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 1P: Infiltration Field - Lot 1A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.04 cfs @ 11.80 hrs, Volume= 409 cf, Atten= 71%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.80 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.50' @ 12.41 hrs Surf.Area= 362 sf Storage= 73 cf Plug-Flow detention time= 10.1 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 9.8 min ( 748.4 - 738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.80 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 1P: Infiltration Field - Lot 1A Hydrograph FEM Inflow 0.12 cfs 11 Discarded 0.13 0.12 Inflow Area=1 ,772 sf 0.11 Peak Elev=0.50' 01 Storage=73 cf 0.09 w 0.08 w `U 0.07 0 LL 0.06 0.05 0.04 0.04 cfs 0.03 0.02 0.01 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 2P: Infiltration Field - Lot 1 B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.04 cfs @ 11.80 hrs, Volume= 409 cf, Atten= 71%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.80 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.50' @ 12.41 hrs Surf.Area= 362 sf Storage= 73 cf Plug-Flow detention time= 10.1 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 9.8 min ( 748.4 - 738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.80 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 2P: Infiltration Field - Lot 1 B Hydrograph FEM Inflow 0.12 cfs 11 Discarded 0.13 0.12 Inflow Area=1 ,772 sf 0.11 Peak Elev=0.50' 01 Storage=73 cf 0.09 w 0.08 w `U 0.07 0 LL 0.06 0.05 0.04 0.04 cfs 0.03 0.02 0.01 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 3P: Infiltration Field - Lot 2A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.04 cfs @ 11.80 hrs, Volume= 409 cf, Atten= 71%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.80 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.50' @ 12.41 hrs Surf.Area= 362 sf Storage= 73 cf Plug-Flow detention time= 10.1 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 9.8 min ( 748.4 - 738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.80 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 3P: Infiltration Field - Lot 2A Hydrograph FEM Inflow 0.12 cfs 11 Discarded 0.13 0.12 Inflow Area=1 ,772 sf 0.11 Peak Elev=0.50' 01 Storage=73 cf 0.09 w 0.08 w `U 0.07 0 LL 0.06 0.05 0.04 0.04 cfs 0.03 0.02 0.01 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 4P: Infiltration Field - Lot 2B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.04 cfs @ 11.80 hrs, Volume= 409 cf, Atten= 71%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.80 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.50' @ 12.41 hrs Surf.Area= 362 sf Storage= 73 cf Plug-Flow detention time= 10.1 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 9.8 min ( 748.4 - 738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.80 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 4P: Infiltration Field - Lot 2B Hydrograph FEM Inflow 0.12 cfs 11 Discarded 0.13 0.12 Inflow Area=1 ,772 sf 0.11 Peak Elev=0.50' 01 Storage=73 cf 0.09 w 0.08 w `U 0.07 0 LL 0.06 0.05 0.04 0.04 cfs 0.03 0.02 0.01 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Inflow Area = 7,713 sf, Inflow Depth = 0.25" for 2 yr event Inflow = 0.01 cfs @ 19.91 hrs, Volume= 163 cf Outflow = 0.01 cfs @ 19.95 hrs, Volume= 162 cf, Atten= 0%, Lag= 2.1 min Primary = 0.01 cfs @ 19.95 hrs, Volume= 162 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 19.95 hrs Surf.Area= 1,000 sf Storage= 1 cf Plug-Flow detention time= 1.3 min calculated for 162 cf(99% of inflow) Center-of-Mass det. time= 0.5 min ( 1,072.3- 1,071.7 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.95 hrs HW=0.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1A: Porous Pvmt Base Hydrograph 0.014 Inflow ElPrimary 0.013 Inflow Area=7,713 sf o.01 cfs 0.012 0.011 Peak Elev=0.00' 0.01 Storage=1 cf 0.009 y 0.008 3 0.007 0 a 0.006 0.005 0.004 0.003 0.002 0.001 0 o i obi.... . .. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1 B: Porous Pvmt Base Inflow Area = 10,977 sf, Inflow Depth = 0.20" for 2 yr event Inflow = 0.01 cfs @ 20.00 hrs, Volume= 181 cf Outflow = 0.01 cfs @ 20.00 hrs, Volume= 180 cf, Atten= 0%, Lag= 0.0 min Primary = 0.01 cfs @ 20.00 hrs, Volume= 180 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 20.00 hrs Surf.Area= 1,000 sf Storage= 1 cf Plug-Flow detention time= 1.3 min calculated for 180 cf(99% of inflow) Center-of-Mass det. time= 0.5 min ( 1,075.1 - 1,074.6 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 20.00 hrs HW=0.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1 B: Porous Pvmt Base Hydrograph Inflow 0.016 p Primary 0.015 Inflow Area=10,977 sf 0.01 cfs 0.014 0.013. Peak Elev=0.00' 0.012 Storage=1 cf 0.011 0.01 0.009 3 0.008 LL 0.007 0.006 0.005 0.004 0.003 0.002 0.001 / err/ 0, i, ,s., /o,ia� ,i,,/ri�r/� i/si. . / 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D2A: Porous Pvmt Base Inflow Area = 4,270 sf, Inflow Depth = 0.23" for 2 yr event Inflow = 0.01 cfs @ 19.90 hrs, Volume= 83 cf Outflow = 0.01 cfs @ 19.95 hrs, Volume= 83 cf, Atten= 0%, Lag= 3.0 min Primary = 0.01 cfs @ 19.95 hrs, Volume= 83 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 19.95 hrs Surf.Area= 1,000 sf Storage= 1 cf Plug-Flow detention time= 1.3 min calculated for 83 cf(99% of inflow) Center-of-Mass det. time= 0.5 min ( 1,073.2 - 1,072.6 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.95 hrs HW=0.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D2A: Porous Pvmt Base Hydrograph Inflow 0.007 p Primary 0.007 Inflow Area=4,270 sf o.01 cfs 0.006 Peak Elev=0.00' 0.005 0.005 Storage=1 cf 0.004 0.004 c 0.003 LL 0.003 0.002 0.002 0.001 0.001 0.000 0 .... . .. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 12,043 sf, Inflow Depth = 0.32" for 2 yr event Inflow = 0.06 cfs @ 12.15 hrs, Volume= 325 cf Primary = 0.06 cfs @ 12.15 hrs, Volume= 325 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph Inflow El Primary 0.065 0.06 cfs Inflow Area=12,043 sf 0.06 r� 0.055 a� s�i 0.05 0.045 a 0.04 u 3 0.035 1 0.03 0.025 - - - - 0.02 - - 0.015 0.01 0.005 p i / /,�Lo 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 23 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 16,876 sf, Inflow Depth = 0.32" for 2 yr event Inflow = 0.09 cfs @ 12.15 hrs, Volume= 455 cf Primary = 0.09 cfs @ 12.15 hrs, Volume= 455 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph IM Inflow 0.095 p Primary 0.09 0.09 cfs Inflow-Area=16,876 sf 0.085 0.08 0.075 i 0.07 0.065 � 0.06 w 0.055 0.05 o 0.045 LL 0.04 0.035 �i 0.03 0.025 0.02 - 0.015 - 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 13,008 sf, Inflow Depth = 0.32" for 2 yr event Inflow = 0.07 cfs @ 12.15 hrs, Volume= 351 cf Primary = 0.07 cfs @ 12.15 hrs, Volume= 351 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow El Primary 0.07 0.07 cfs Inflow Area=13,008 sf 0.065 r 0.06 - i 0.055 0.05 0.045 a 0.04 LL 0.035 0.03 0.025 - - 0.02 - 0.015 - - 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 22,208 sf, Inflow Depth = 0.50" for 2 yr event Inflow = 0.25 cfs @ 12.12 hrs, Volume= 916 cf Primary = 0.25 cfs @ 12.12 hrs, Volume= 916 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph IM Inflow El Primary 0.26 0.25 cfs Inflow Area=22 208 sf 0.24 - - - - - - 0.22 0.2 0.16 u 0.14 0 1 0.12 0.1 0.08 0.06 0.04 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Area - Lot 1A Runoff Area=1,772 sf Runoff Depth=4.24" Tc=6.0 min CN=98 Runoff=0.19 cfs 626 cf Subcatchment 1S_D: Porous Driveway Runoff Area=7,713 sf Runoff Depth=0.66" Tc=542.0 min CN=69 Runoff=0.03 cfs 425 cf Subcatchment 2S: Remaining Area Runoff Area=12,043 sf Runoff Depth=1.01" Tc=6.0 min CN=59 Runoff=0.31 cfs 1,012 cf Subcatchment 3S: Roof Area - Lot 1 B Runoff Area=1,772 sf Runoff Depth=4.24" Tc=6.0 min CN=98 Runoff=0.19 cfs 626 cf Subcatchment 3S_D: Porous Driveway Runoff Area=10,977 sf Runoff Depth=0.56" Tc=542.0 min CN=66 Runoff=0.04 cfs 514 cf Subcatchment 4S: Remaining Area Runoff Area=16,876 sf Runoff Depth=1.01" Tc=6.0 min CN=59 Runoff=0.44 cfs 1,419 cf Subcatchment 5S: Roof Area - Lot 2A Runoff Area=1,772 sf Runoff Depth=4.24" Tc=6.0 min CN=98 Runoff=0.19 cfs 626 cf Subcatchment 5S_D: Porous Driveway Runoff Area=4,270 sf Runoff Depth=0.63" Tc=542.0 min CN=68 Runoff=0.02 cfs 223 cf Subcatchment 6S: Remaining Area Runoff Area=13,008 sf Runoff Depth=1.01" Tc=6.0 min CN=59 Runoff=0.34 cfs 1,093 cf Subcatchment 7S: Roof Area - Lot 2B Runoff Area=1,772 sf Runoff Depth=4.24" Tc=6.0 min CN=98 Runoff=0.19 cfs 626 cf Subcatchment 8S: Remaining Area Runoff Area=22,208 sf Runoff Depth=1.32" Tc=6.0 min CN=64 Runoff=0.80 cfs 2,444 cf Pond 1P: Infiltration Field - Lot 1A Peak Elev=0.75' Storage=159 cf Inflow=0.19 cfs 626 cf Outflow=0.04 cfs 625 cf Pond 2P: Infiltration Field - Lot 1B Peak Elev=0.75' Storage=159 cf Inflow=0.19 cfs 626 cf Outflow=0.04 cfs 625 cf Pond 3P: Infiltration Field - Lot 2A Peak Elev=0.75' Storage=159 cf Inflow=0.19 cfs 626 cf Outflow=0.04 cfs 625 cf Pond 4P: Infiltration Field - Lot 2B Peak Elev=0.75' Storage=159 cf Inflow=0.19 cfs 626 cf Outflow=0.04 cfs 625 cf Mill Street_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Peak EIev=0.01' Storage=2 cf Inflow=0.03 cfs 425 cf Outflow=0.03 cfs 423 cf Pond D1 B: Porous Pvmt Base Peak EIev=0.01' Storage=3 cf Inflow=0.04 cfs 514 cf Outflow=0.04 cfs 511 cf Pond D2A: Porous Pvmt Base Peak EIev=0.00' Storage=1 cf Inflow=0.02 cfs 223 cf Outflow=0.02 cfs 222 cf Link 1L: Total Offsite - Lot 1A Inflow=0.31 cfs 1,012 cf Primary=0.31 cfs 1,012 cf Link 2L: Total Offsite - Lot I Inflow=0.44 cfs 1,419 cf Primary=0.44 cfs 1,419 cf Link 3L: Total Offsite - Lot 2A Inflow=0.34 cfs 1,093 cf Primary=0.34 cfs 1,093 cf Link 4L: Total Offsite - Lot 2B Inflow=0.80 cfs 2,444 cf Primary=0.80 cfs 2,444 cf Total Runoff Area = 94,183 sf Runoff Volume = 9,633 cf Average Runoff Depth = 1.23" Mill Street_Postdevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S: Roof Area - Lot 1A Runoff = 0.19 cfs @ 12.09 hrs, Volume= 626 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Roof Area - Lot 1A Hydrograph 0.2 0.19 CfS 0 Runoff 0.19 0.18 Type II[ 24-hr 10 yr_ - 0.17 0.16 j Rainfall=4.80" 0.14 / Runoff Area=1,772 sf 0.13 y 0.12 % Runoff Volume=626 cf o 0.1 Runoff Depth=4.24 LL 0.09 0.08 % Tc=6.0 min 0.07 , CN=98 o.os �j 0.05 0.04 /r 0.03 - - � - - - 0.02 - - 0.01 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1 S_D: Porous Driveway Runoff = 0.03 cfs @ 19.87 hrs, Volume= 425 cf, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,521 98 Driveway (Porous) 5,940 61 >75% Grass cover, Good, HSG B 252 70 Paver Walkway 7,713 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 1 S_D: Porous Driveway Hydrograph ®Runoff 0.032 0.03 cfs 0.03 Type III 24-hr 10 yr 0.028 0.026 Rainfall=4.80" Runoff Area=7,713 sf 0.024 0.022 _ 0.02 Runoff Volume=425 cf N 0.018 Runoff Depth=0.66" 0 0.016 LL 0.014 Tc=542.0 m i n 0.012 CN=69 0.01 0.008 0.006 0.004 0.002„ i �-1 /11/iii /,iit/,i, rii / ri/% 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S: Remaining Area Runoff = 0.31 cfs @ 12.11 hrs, Volume= 1,012 cf, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 8,843 61 >75% Grass cover, Good, HSG B 3,200 55 Woods, Good, HSG B 12,043 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Remaining Area Hydrograph 0.34 0 Runoff 0.32.. 0.31 cfs 0.3 ON Type Ill 24-hr 10 yr 028 / - Rainfall=4.80" 0.26 0.24 �; Runoff Area=12,043 sf 0.22 j Runoff Volume=1,012 cf 3 °°$ j Runoff Depth=1.01 0.14 Tc=6.0 min .2 0.16 0.12 j CN=59 0.1 0.08 / i 0.06 %/ 0.04 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S: Roof Area - Lot 1 B Runoff = 0.19 cfs @ 12.09 hrs, Volume= 626 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area - Lot 1 B Hydrograph 0.2 0.19 CfS 0 Runoff 0.19 0.18 Type II[ 24-hr 10 yr_ - 0.17 0.16 j Rainfall=4.80" 0.14 / Runoff Area=1,772 sf 0.13 y 0.12 % Runoff Volume=626 cf o 0.1 Runoff Depth=4.24 LL 0.09 0.08 % Tc=6.0 min 0.07 , CN=98 o.os �j 0.05 0.04 /r 0.03 - - � - - - 0.02 - - 0.01 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 32 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S_D: Porous Driveway Runoff = 0.04 cfs @ 19.88 hrs, Volume= 514 cf, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,554 98 Driveway 9,148 61 >75% Grass cover, Good, HSG B 275 70 Paver Walkway 10,977 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 3S_D: Porous Driveway Hydrograph 0.04 0 Runoff 0.04 cfs T e III 24-h r 10 r ' °:036 yp _y 0.032 Rainfall=4.80" °o°$ Runoff Area 10977 sf 0.026 Runoff Volume=514 cf m 0.024 0 02 Runoff Depth=0.56" LL 0.018 Tc=542.0 m i n 0.016 0.014 CN=66 0.012 0.01 0.008 0.006„ 0.004 0.002 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 33 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S: Remaining Area Runoff = 0.44 cfs @ 12.11 hrs, Volume= 1,419 cf, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 11,776 61 >75% Grass cover, Good, HSG B 5,100 55 Woods, Good, HSG B 16,876 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Remaining Area Hydrograph 0.48 p Runoff 0.46 0.44 cfs 0.44::: 0.42 j Type [II 24-hr 1-0 yr= 0.8 j Rainfall=4.80 0.36 0.34 Runoff Area=16,876 sf 0.32 0.3 j Runoff Volume=1,419 cf 0.28 % Runoff Depth=1.01" 0.26 0.24: o:�z Tc=6.0 min 0.2 CN=59 0.18 0.16 0.14 0.12 0.1 0.08 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 34 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S: Roof Area - Lot 2A Runoff = 0.19 cfs @ 12.09 hrs, Volume= 626 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Roof Area - Lot 2A Hydrograph 0.2 0.19 CfS 0 Runoff 0.19 0.18 Type II[ 24-hr 10 yr_ - 0.17 0.16 j Rainfall=4.80" 0.14 / Runoff Area=1,772 sf 0.13 y 0.12 % Runoff Volume=626 cf o 0.1 Runoff Depth=4.24 LL 0.09 0.08 % Tc=6.0 min 0.07 , CN=98 o.os �j 0.05 0.04 /r 0.03 - - � - - - 0.02 - - 0.01 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 35 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S_D: Porous Driveway Runoff = 0.02 cfs @ 19.87 hrs, Volume= 223 cf, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 768 98 Driveway 3,386 61 >75% Grass cover, Good, HSG B 116 70 Paver Walkway 4,270 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 5S_D: Porous Driveway Hydrograph 0.017 p Runoff 0.02 cfs 0.016 Type III 24-hr 10 yr 0.015 0.014 Rainfall=4.80" 0.013 0.012. Runoff Area=4,270 sf Runoff Volume=223 cf w 0.01 3 0.009 Runoff Depth=0.63" .0008 . 07007 Tc=542.0 m i n 0.006 CN=68 0.005 0.004 0.003 0.002 0.001 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 36 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 6S: Remaining Area Runoff = 0.34 cfs @ 12.11 hrs, Volume= 1,093 cf, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 9,608 61 >75% Grass cover, Good, HSG B 3,400 55 Woods, Good, HSG B 13,008 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Remaining Area Hydrograph 0.36 0 Runoff 0.34 cfs 0.34 j 0.32 Type III 24-hr 10 yr - 0.3 Rainfall=4.80" 0.28 0.26 Runoff Area=13,008 sf 0.24 j Runoff Volume=1,093 cf 0.22 0.2 % Runoff-Depth=1.01"- 0.16 j Tc=6.0 m i n 0.14 CN=59 0.12 0.1 i, 0.06 i 0.04 - 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 37 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 7S: Roof Area - Lot 2B Runoff = 0.19 cfs @ 12.09 hrs, Volume= 626 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Roof Area - Lot 2B Hydrograph 0.2 0.19 CfS 0 Runoff 0.19 0.18 Type II[ 24-hr 10 yr_ - 0.17 0.16 j Rainfall=4.80" 0.14 / Runoff Area=1,772 sf 0.13 y 0.12 % Runoff Volume=626 cf o 0.1 Runoff Depth=4.24 LL 0.09 0.08 % Tc=6.0 min 0.07 , CN=98 o.os �j 0.05 0.04 /r 0.03 - - � - - - 0.02 - - 0.01 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 38 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 8S: Remaining Area Runoff = 0.80 cfs @ 12.10 hrs, Volume= 2,444 cf, Depth= 1.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 2,148 98 Driveway 100 70 Walkway (Pavers) 3,400 55 Woods, Good, HSG B 16,560 61 >75% Grass cover, Good, HSG B 22,208 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Remaining Area Hydrograph 0.85 0.80 cfs 0 Runoff °5 °0 Type III 24-hr 10 yr Rainfall=4.80" 0.65 % Runoff Area=22,208 sf 0.6 0.55 Runoff Vo ume=2,444 cf 045 0.45 Runoff Depth=1.32" 3 �; °.4 LL Tc=6.0 min_ 0.35 0.3 CN=64 0.25 0.2 0.15 0.1 0� 0.05 �� /%� , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 39 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 1P: Infiltration Field - Lot 1A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.04 cfs @ 11.70 hrs, Volume= 625 cf, Atten= 81%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.70 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.75' @ 12.52 hrs Surf.Area= 362 sf Storage= 159 cf Plug-Flow detention time= 24.3 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 24.1 min ( 759.4 - 735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 1P: Infiltration Field - Lot 1A Hydrograph E Inflow 0.19 cfs 11 Discarded 0.2 0.19 Inflow Area=1,772 sf 0.18 0.17 Peak Elev=0.75' 0.16 0.15 Storage=159 cf 0.14 0.13 w 0.12 0.11 0 0.1 LL 0.09 0.08 0.07 0.06 0.05 0.04 cfs 0.04 0.03 0.02 0.01 0,'l 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 40 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 2P: Infiltration Field - Lot 1 B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.04 cfs @ 11.70 hrs, Volume= 625 cf, Atten= 81%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.70 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.75' @ 12.52 hrs Surf.Area= 362 sf Storage= 159 cf Plug-Flow detention time= 24.3 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 24.1 min ( 759.4 - 735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 2P: Infiltration Field - Lot 1 B Hydrograph E Inflow 0.19 cfs 11 Discarded 0.2 0.19 Inflow Area=1,772 sf 0.18 0.17 Peak Elev=0.75' 0.16 0.15 Storage=159 cf 0.14 0.13 w 0.12 0.11 0 0.1 LL 0.09 0.08 0.07 0.06 0.05 0.04 cfs 0.04 0.03 0.02 0.01 0,'l 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 41 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 3P: Infiltration Field - Lot 2A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.04 cfs @ 11.70 hrs, Volume= 625 cf, Atten= 81%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.70 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.75' @ 12.52 hrs Surf.Area= 362 sf Storage= 159 cf Plug-Flow detention time= 24.3 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 24.1 min ( 759.4 - 735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 3P: Infiltration Field - Lot 2A Hydrograph E Inflow 0.19 cfs 11 Discarded 0.2 0.19 Inflow Area=1,772 sf 0.18 0.17 Peak Elev=0.75' 0.16 0.15 Storage=159 cf 0.14 0.13 w 0.12 0.11 0 0.1 LL 0.09 0.08 0.07 0.06 0.05 0.04 cfs 0.04 0.03 0.02 0.01 0,'l 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 42 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 4P: Infiltration Field - Lot 2B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.04 cfs @ 11.70 hrs, Volume= 625 cf, Atten= 81%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.70 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.75' @ 12.52 hrs Surf.Area= 362 sf Storage= 159 cf Plug-Flow detention time= 24.3 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 24.1 min ( 759.4 - 735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 4P: Infiltration Field - Lot 2B Hydrograph E Inflow 0.19 cfs 11 Discarded 0.2 0.19 Inflow Area=1,772 sf 0.18 0.17 Peak Elev=0.75' 0.16 0.15 Storage=159 cf 0.14 0.13 w 0.12 0.11 0 0.1 LL 0.09 0.08 0.07 0.06 0.05 0.04 cfs 0.04 0.03 0.02 0.01 0,'l 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 43 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Inflow Area = 7,713 sf, Inflow Depth = 0.66" for 10 yr event Inflow = 0.03 cfs @ 19.87 hrs, Volume= 425 cf Outflow = 0.03 cfs @ 19.89 hrs, Volume= 423 cf, Atten= 0%, Lag= 1.5 min Primary = 0.03 cfs @ 19.89 hrs, Volume= 423 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 19.89 hrs Surf.Area= 1,000 sf Storage= 2 cf Plug-Flow detention time= 1.3 min calculated for 423 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,065.8- 1,065.2 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.89 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1A: Porous Pvmt Base Hydrograph Inflow Primary 0.032 0.03 cfs 0.03 Inflow Area=7,713 sf 0.028 Peak Elegy=0.01 ' 0.026 0.024 Storage=2 cf 0.022 0.02 0.018 c 0.016 a 0.014 0.012 0.01 0.008 0.006 0.004 0.002 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 44 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1 B: Porous Pvmt Base Inflow Area = 10,977 sf, Inflow Depth = 0.56" for 10 yr event Inflow = 0.04 cfs @ 19.88 hrs, Volume= 514 cf Outflow = 0.04 cfs @ 19.90 hrs, Volume= 511 cf, Atten= 0%, Lag= 1.5 min Primary = 0.04 cfs @ 19.90 hrs, Volume= 511 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 19.90 hrs Surf.Area= 1,000 sf Storage= 3 cf Plug-Flow detention time= 1.3 min calculated for 511 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,067.9- 1,067.4 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.90 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1 B: Porous Pvmt Base Hydrograph Inflow ®Primary 004 Inflow Area=10,977 sf o.04 cfs 0.038 0.036 0.034:::r Peak Elev=0.01' . 0.032 0.03 Storage=3 cf 0.028 0.026 y 0.024 0.022 c 0.02 a 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 45 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D2A: Porous Pvmt Base Inflow Area = 4,270 sf, Inflow Depth = 0.63" for 10 yr event Inflow = 0.02 cfs @ 19.87 hrs, Volume= 223 cf Outflow = 0.02 cfs @ 19.89 hrs, Volume= 222 cf, Atten= 0%, Lag= 1.5 min Primary = 0.02 cfs @ 19.89 hrs, Volume= 222 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 19.89 hrs Surf.Area= 1,000 sf Storage= 1 cf Plug-Flow detention time= 1.3 min calculated for 222 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,066.5- 1,065.9 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.89 hrs HW=0.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D2A: Porous Pvmt Base Hydrograph Inflow p Primary 0.01 Inflow Area=4,270 sf o.02 cfs 0.016 0.0,4 Peak Elev=0.00' 0.013 Storage=1 cf 0.012 0.011 0.01 3 0 009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 y/i o/i o 1 1 11 i1 i1 1 it . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 46 Hydroi 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 12,043 sf, Inflow Depth = 1.01" for 10 yr event Inflow = 0.31 cfs @ 12.11 hrs, Volume= 1,012 cf Primary = 0.31 cfs @ 12.11 hrs, Volume= 1,012 cf, Attli 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph Inflow 0.34 p Primary 0.32 0.31 cfs Inflow All12,043 sf 0.3 0.28 i 0.26 0.24 0.22 w 0.2 0.18 0 0.16 LL 0.14 0.12 0.1 0.08 0.06la 0.04 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 47 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 16,876 sf, Inflow Depth = 1.01" for 10 yr event Inflow = 0.44 cfs @ 12.11 hrs, Volume= 1,419 cf Primary = 0.44 cfs @ 12.11 hrs, Volume= 1,419 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph IM Inflow 0.48 p Primary 0.46 0.44 cfs 0.44 Inflow Area=16,876 sf 0.42 0.4:r:: 0.38 0.36 0.34 0.32 0.3 0.28 u 0.26 3 0.24 0 0.22 LL 0.2 0.18 0.16 0.14 0.12 j 0.1 i 0.08 i 0.06 0.04 //, 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 48 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 13,008 sf, Inflow Depth = 1.01" for 10 yr event Inflow = 0.34 cfs @ 12.11 hrs, Volume= 1,093 cf Primary = 0.34 cfs @ 12.11 hrs, Volume= 1,093 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow p Primary 0.36 0.34 cfs 0.34 Inflow Area=13,008 sf 0.33 0 0.28 0.26 0.24 0.22 w 0.2 0 0.18 LL 0.16 - 0.14 00.1 0.08 0.06 0.04 //, / i 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 49 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 22,208 sf, Inflow Depth = 1.32" for 10 yr event Inflow = 0.80 cfs @ 12.10 hrs, Volume= 2,444 cf Primary = 0.80 cfs @ 12.10 hrs, Volume= 2,444 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph IM Inflow p Primary oo$ 0.80 cfs - Inflow Area=22,208 sf 0.75 0.7 0.65 0.6 0.55 w 0.5 u 3 0.45 LL 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 50 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Area - Lot 1A Runoff Area=1,772 sf Runoff Depth=5.33" Tc=6.0 min CN=98 Runoff=0.23 cfs 787 cf Subcatchment 1S_D: Porous Driveway Runoff Area=7,713 sf Runoff Depth=1.04" Tc=542.0 min CN=69 Runoff=0.05 cfs 667 cf Subcatchment 2S: Remaining Area Runoff Area=12,043 sf Runoff Depth=1.67" Tc=6.0 min CN=59 Runoff=0.55 cfs 1,679 cf Subcatchment 3S: Roof Area - Lot 1 B Runoff Area=1,772 sf Runoff Depth=5.33" Tc=6.0 min CN=98 Runoff=0.23 cfs 787 cf Subcatchment 3S_D: Porous Driveway Runoff Area=10,977 sf Runoff Depth=0.91" Tc=542.0 min CN=66 Runoff=0.06 cfs 830 cf Subcatchment 4S: Remaining Area Runoff Area=16,876 sf Runoff Depth=1.67" Tc=6.0 min CN=59 Runoff=0.77 cfs 2,352 cf Subcatchment 5S: Roof Area - Lot 2A Runoff Area=1,772 sf Runoff Depth=5.33" Tc=6.0 min CN=98 Runoff=0.23 cfs 787 cf Subcatchment 5S_D: Porous Driveway Runoff Area=4,270 sf Runoff Depth=0.99" Tc=542.0 min CN=68 Runoff=0.02 cfs 354 cf Subcatchment 6S: Remaining Area Runoff Area=13,008 sf Runoff Depth=1.67" Tc=6.0 min CN=59 Runoff=0.59 cfs 1,813 cf Subcatchment 7S: Roof Area - Lot 2B Runoff Area=1,772 sf Runoff Depth=5.33" Tc=6.0 min CN=98 Runoff=0.23 cfs 787 cf Subcatchment 8S: Remaining Area Runoff Area=22,208 sf Runoff Depth=2.08" Tc=6.0 min CN=64 Runoff=1.29 cfs 3,845 cf Pond 1P: Infiltration Field - Lot 1A Peak Elev=0.97' Storage=228 cf Inflow=0.23 cfs 787 cf Outflow=0.04 cfs 787 cf Pond 2P: Infiltration Field - Lot 1B Peak Elev=0.97' Storage=228 cf Inflow=0.23 cfs 787 cf Outflow=0.04 cfs 787 cf Pond 3P: Infiltration Field - Lot 2A Peak Elev=0.97' Storage=228 cf Inflow=0.23 cfs 787 cf Outflow=0.04 cfs 787 cf Pond 4P: Infiltration Field - Lot 2B Peak Elev=0.97' Storage=228 cf Inflow=0.23 cfs 787 cf Outflow=0.04 cfs 787 cf Mill Street_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 51 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Peak EIev=0.01' Storage=4 cf Inflow=0.05 cfs 667 cf Outflow=0.05 cfs 663 cf Pond D1 B: Porous Pvmt Base Peak EIev=0.01' Storage=5 cf Inflow=0.06 cfs 830 cf Outflow=0.06 cfs 826 cf Pond D2A: Porous Pvmt Base Peak EIev=0.00' Storage=2 cf Inflow=0.02 cfs 354 cf Outflow=0.02 cfs 352 cf Link 1 L: Total Offsite - Lot 1A Inflow=0.55 cfs 1,679 cf Primary=0.55 cfs 1,679 cf Link 2L: Total Offsite - Lot I Inflow=0.77 cfs 2,352 cf Primary=0.77 cfs 2,352 cf Link 3L: Total Offsite - Lot 2A Inflow=0.59 cfs 1,813 cf Primary=0.59 cfs 1,813 cf Link 4L: Total Offsite - Lot 2B Inflow=1.29 cfs 3,845 cf Primary=1.29 cfs 3,845 cf Total Runoff Area = 94,183 sf Runoff Volume = 14,688 cf Average Runoff Depth = 1.87" Mill Street_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 52 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S: Roof Area - Lot 1A Runoff = 0.23 cfs @ 12.09 hrs, Volume= 787 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Roof Area - Lot 1A Hydrograph 0.26 0.25 0.23 cfs 0 Runoff 0.24 Type III 24-hr 25 yr 0.23 0.22 °o z Rainfall=6.00" 0.19 018 Runoff Area=1,772 sf 0.17 0.1 Runoff Volume=787 cf16 y 0.15 0.14 0.13 Runoff Depth=5.33" 3 c 0.12 a 0.11 ' Tc=6.0 min 0.1 0 09 0.08 CN=98 0.07 0.06 0.05 0.04 0.03 0.02 i /r/, / i /// i��/�i��i/✓//// /; %�i%/��%/i ,i ri 0.01 "� 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 53 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1 S_D: Porous Driveway Runoff = 0.05 cfs @ 19.84 hrs, Volume= 667 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,521 98 Driveway (Porous) 5,940 61 >75% Grass cover, Good, HSG B 252 70 Paver Walkway 7,713 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 1 S_D: Porous Driveway Hydrograph 0.05 p Runoff 0.048 0.05 cfs 0.046 0.044 Type III 24-hr 25 yr 0 0.04 Rainfall=6.00" .04 0.038 0.036 Runoff Area=7 713 sf 0.034. 0.032 Runoff Volume=667 cf 0.03 0.028 Runoff Depth=1.04" 3 0.026 0 0.024 LL 0.022 Tc=542.0 m i n 0.02 0.018 CN=69 111 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0,,,,, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 54 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S: Remaining Area Runoff = 0.55 cfs @ 12.10 hrs, Volume= 1,679 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 8,843 61 >75% Grass cover, Good, HSG B 3,200 55 Woods, Good, HSG B 12,043 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Remaining Area Hydrograph 0.6 0 Runoff 0.55 cfs j Type III 24-hr 25 yr - 05 % Rainfall=6.00"- - 0.45 % Runoff Area=12,043 sf - 0.4 % Runoff V m =1 7 olu a ,6 9f c w 0.35 - Runoff-Depth=1.670.3 - LL Tc=6.0 min 3 o.z5 CN=59 - 0.2 0.15 0.10.05 �% 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 55 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S: Roof Area - Lot 1 B Runoff = 0.23 cfs @ 12.09 hrs, Volume= 787 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area - Lot 1 B Hydrograph 0.26 0.25 0.23 cfs 0 Runoff 0.24 Type III 24-hr 25 yr 0.23 0.22 °o z Rainfall=6.00" 0.19 018 Runoff Area=1,772 sf 0.17 0.1 Runoff Volume=787 cf16 y 0.15 0.14 0.13 Runoff Depth=5.33" 3 c 0.12 a 0.11 ' Tc=6.0 min 0.1 0 09 0.08 CN=98 0.07 0.06 0.05 0.04 0.03 0.02 i /r/, / i /// i��/�i��i/✓//// /; %�i%/��%/i ,i ri 0.01 "� 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 56 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S_D: Porous Driveway Runoff = 0.06 cfs @ 19.86 hrs, Volume= 830 cf, Depth= 0.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,554 98 Driveway 9,148 61 >75% Grass cover, Good, HSG B 275 70 Paver Walkway 10,977 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 3S_D: Porous Driveway Hydrograph 0.065 p Runoff 0.06 0.06 cfs 0.055 -Type III 24-hr 25 yr - - - 0.05 Rainfall=6.00" 0.045„ Runoff Area=10 977 sf 0.04 Runoff Volume=830 cf 0.035 Runoff Depth=0,.91" .2 0.03 -Tc=542.0 min 0.025... 0.02 CN=66 0.015 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 57 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S: Remaining Area Runoff = 0.77 cfs @ 12.10 hrs, Volume= 2,352 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 11,776 61 >75% Grass cover, Good, HSG B 5,100 55 Woods, Good, HSG B 16,876 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Remaining Area Hydrograph 0.85 0 Runoff 0.8 0.77 cfs 0.75 N Type III 24-hr 25 yr 0.65 Rainfall=6.00" 0.6 Runoff Area=16,876 sf 055 Runoff Volume=2,352 cf 0.45 Runoff Depth=1.67 0 0.4 Tc=6.0 min LL 003 j CN=59 0.25 0.2 0.15 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 58 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S: Roof Area - Lot 2A Runoff = 0.23 cfs @ 12.09 hrs, Volume= 787 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Roof Area - Lot 2A Hydrograph 0.26 0.25 0.23 cfs 0 Runoff 0.24 Type III 24-hr 25 yr 0.23 0.22 °o z Rainfall=6.00" 0.19 018 Runoff Area=1,772 sf 0.17 0.1 Runoff Volume=787 cf16 y 0.15 0.14 0.13 Runoff Depth=5.33" 3 c 0.12 a 0.11 ' Tc=6.0 min 0.1 0 09 0.08 CN=98 0.07 0.06 0.05 0.04 0.03 0.02 i /r/, / i /// i��/�i��i/✓//// /; %�i%/��%/i ,i ri 0.01 "� 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 59 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S_D: Porous Driveway Runoff = 0.02 cfs @ 19.85 hrs, Volume= 354 cf, Depth= 0.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 768 98 Driveway 3,386 61 >75% Grass cover, Good, HSG B 116 70 Paver Walkway 4,270 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 5S_D: Porous Driveway Hydrograph 0.026 0 Runoff 0.02 cfs 0.024 Type III 24-hr 25 yr 0.022 Rainfall=6.00" 0.02 Runoff Area=4,270 sf 0.018... _ 0.016 Runoff Volume=354 cf w 3 0.014 Runoff Depth=0.99" LL 0.012 Tc=542.0 m i n 0.01 CN=68 0.008... 0.006 0.004 0.002 i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 60 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 6S: Remaining Area Runoff = 0.59 cfs @ 12.10 hrs, Volume= 1,813 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 9,608 61 >75% Grass cover, Good, HSG B 3,400 55 Woods, Good, HSG B 13,008 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Remaining Area Hydrograph 0.650.6 0 Runoff 0.59 cfs Type III 24-hr 25 yr 055 Rainfall=6.00" 0.5 Runoff Area=13,008 sf 0.45 0.4 Runoff Volume=1,813 cf m - .... 0.35 Runoff Depth=1.67" 3 LL 0.3 Tc=6.0 m i n / 0.25 CN=59 0.2 0.15 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 61 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 7S: Roof Area - Lot 2B Runoff = 0.23 cfs @ 12.09 hrs, Volume= 787 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Roof Area - Lot 2B Hydrograph 0.26 0.25 0.23 cfs 0 Runoff 0.24 Type III 24-hr 25 yr 0.23 0.22 °o z Rainfall=6.00" 0.19 018 Runoff Area=1,772 sf 0.17 0.1 Runoff Volume=787 cf16 y 0.15 0.14 0.13 Runoff Depth=5.33" 3 c 0.12 a 0.11 ' Tc=6.0 min 0.1 0 09 0.08 CN=98 0.07 0.06 0.05 0.04 0.03 0.02 i /r/, / i /// i��/�i��i/✓//// /; %�i%/��%/i ,i ri 0.01 "� 0.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 62 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 8S: Remaining Area Runoff = 1.29 cfs @ 12.10 hrs, Volume= 3,845 cf, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 2,148 98 Driveway 100 70 Walkway (Pavers) 3,400 55 Woods, Good, HSG B 16,560 61 >75% Grass cover, Good, HSG B 22,208 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Remaining Area Hydrograph 1.29 CfS 0 Runoff Type III 24-hr 25 yr Rainfall=6.00" Runoff Area=22,208 sf Runoff Volume=3,845 cf Runoff Depth=2.08" LL j Tc=6.0 m i n CN=64 j 0 i / i % / /r/�i// �// i i i%/ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 63 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 1P: Infiltration Field - Lot 1A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.04 cfs @ 11.65 hrs, Volume= 787 cf, Atten= 85%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.65 hrs, Volume= 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.97' @ 12.57 hrs Surf.Area= 362 sf Storage= 228 cf Plug-Flow detention time= 38.0 min calculated for 787 cf(100% of inflow) Center-of-Mass det. time= 37.7 min ( 771.9 - 734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.65 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 1P: Infiltration Field - Lot 1A Hydrograph 0.26 Inflow �.23 cfs Discarded 0.24 Inflow Area=1,772 sf 0.22 Peak Elev=0.97' 0.2 0.18 Storage=228 cf 0.16 N 0 0.14 0 0.12 LL 0.1 0.08 0.06 0.04 cfs 0.04 ffij 0.02.: 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 64 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 2P: Infiltration Field - Lot 1 B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.04 cfs @ 11.65 hrs, Volume= 787 cf, Atten= 85%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.65 hrs, Volume= 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.97' @ 12.57 hrs Surf.Area= 362 sf Storage= 228 cf Plug-Flow detention time= 38.0 min calculated for 787 cf(100% of inflow) Center-of-Mass det. time= 37.7 min ( 771.9 - 734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.65 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 2P: Infiltration Field - Lot 1 B Hydrograph 0.26 Inflow �.23 cfs Discarded 0.24 Inflow Area=1,772 sf 0.22 Peak Elev=0.97' 0.2 0.18 Storage=228 cf 0.16 N 0 0.14 0 0.12 LL 0.1 0.08 0.06 0.04 cfs 0.04 ffij 0.02.: 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 65 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 3P: Infiltration Field - Lot 2A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.04 cfs @ 11.65 hrs, Volume= 787 cf, Atten= 85%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.65 hrs, Volume= 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.97' @ 12.57 hrs Surf.Area= 362 sf Storage= 228 cf Plug-Flow detention time= 38.0 min calculated for 787 cf(100% of inflow) Center-of-Mass det. time= 37.7 min ( 771.9 - 734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.65 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 3P: Infiltration Field - Lot 2A Hydrograph 0.26 Inflow �.23 cfs Discarded 0.24 Inflow Area=1,772 sf 0.22 Peak Elev=0.97' 0.2 0.18 Storage=228 cf 0.16 N 0 0.14 0 0.12 LL 0.1 0.08 0.06 0.04 cfs 0.04 ffij 0.02.: 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 66 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 4P: Infiltration Field - Lot 2B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.04 cfs @ 11.65 hrs, Volume= 787 cf, Atten= 85%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.65 hrs, Volume= 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.97' @ 12.57 hrs Surf.Area= 362 sf Storage= 228 cf Plug-Flow detention time= 38.0 min calculated for 787 cf(100% of inflow) Center-of-Mass det. time= 37.7 min ( 771.9 - 734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.65 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 4P: Infiltration Field - Lot 2B Hydrograph 0.26 Inflow �.23 cfs Discarded 0.24 Inflow Area=1,772 sf 0.22 Peak Elev=0.97' 0.2 0.18 Storage=228 cf 0.16 N 0 0.14 0 0.12 LL 0.1 0.08 0.06 0.04 cfs 0.04 ffij 0.02.: 0: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 67 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Inflow Area = 7,713 sf, Inflow Depth = 1.04" for 25 yr event Inflow = 0.05 cfs @ 19.84 hrs, Volume= 667 cf Outflow = 0.05 cfs @ 19.86 hrs, Volume= 663 cf, Atten= 0%, Lag= 1.0 min Primary = 0.05 cfs @ 19.86 hrs, Volume= 663 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 19.86 hrs Surf.Area= 1,000 sf Storage= 4 cf Plug-Flow detention time= 1.3 min calculated for 663 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,062.2 - 1,061.6 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.86 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1A: Porous Pvmt Base Hydrograph Inflow 0.05 El Primary 0.045 Inflow Area=7,713 sf o.05 cfs 0.04 Peak Elev=0.01 ' 0.035 Storage=4 cf 0.03 w 0.025 0 LL 0.02 0.015 0.01 0.005 � 7, r/r�/r /r�lL�L�;/�/ i/,i LiL c iii%%�/�/i� % ice 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 68 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1 B: Porous Pvmt Base Inflow Area = 10,977 sf, Inflow Depth = 0.91" for 25 yr event Inflow = 0.06 cfs @ 19.86 hrs, Volume= 830 cf Outflow = 0.06 cfs @ 19.88 hrs, Volume= 826 cf, Atten= 0%, Lag= 1.4 min Primary = 0.06 cfs @ 19.88 hrs, Volume= 826 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 19.88 hrs Surf.Area= 1,000 sf Storage= 5 cf Plug-Flow detention time= 1.4 min calculated for 823 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,064.4- 1,063.9 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.88 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1 B: Porous Pvmt Base Hydrograph -71 0.065 ®Inflow El Primary 0.06 Inflow Area=10,977 sf o.06 cfs 0.055 Peak Elev=0.01' 0.05 0.045 Storage=5 cf 0.04 0.035 0 0.03 LL 0.025 0.02 0.015 0.01 0.005 p o i o .. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 69 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D2A: Porous Pvmt Base Inflow Area = 4,270 sf, Inflow Depth = 0.99" for 25 yr event Inflow = 0.02 cfs @ 19.85 hrs, Volume= 354 cf Outflow = 0.02 cfs @ 19.87 hrs, Volume= 352 cf, Atten= 0%, Lag= 1.3 min Primary = 0.02 cfs @ 19.87 hrs, Volume= 352 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 19.87 hrs Surf.Area= 1,000 sf Storage= 2 cf Plug-Flow detention time= 1.4 min calculated for 352 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,063.0- 1,062.4 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.87 hrs HW=0.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D2A: Porous Pvmt Base Hydrograph Inflow p Primary 0.026 Inflow Area=4,270 sf 0.02,., cfs 0.024 0.022 Peak Elev=0.00' 0.02 Storage=2 cf 0.018 y 0.016 0.014 3 LL 0.012 0.01 0.008 0.006 0.004 0.002 p %% ./.. . i /. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 70 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 12,043 sf, Inflow Depth = 1.67" for 25 yr event Inflow = 0.55 cfs @ 12.10 hrs, Volume= 1,679 cf Primary = 0.55 cfs @ 12.10 hrs, Volume= 1,679 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph Inflow 0.6 0 Primary 0.55 0.55 cfs Inflow Area=12,043 sf 0.5 0.45 0.4 w 0.35 3 0.3 .2 / 0.25 0.2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 71 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 16,876 sf, Inflow Depth = 1.67" for 25 yr event Inflow = 0.77 cfs @ 12.10 hrs, Volume= 2,352 cf Primary = 0.77 cfs @ 12.10 hrs, Volume= 2,352 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph IM Inflow 0.85 p Primary o$ 0.77 cfs Inflow Area=16,876 sf 0.75 0.7 0.65 0.6 0.55 0.45 / 0 LL 0.35 0.3 i 0.25 0.2 0.15 0.1 - - 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 72 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 13,008 sf, Inflow Depth = 1.67" for 25 yr event Inflow = 0.59 cfs @ 12.10 hrs, Volume= 1,813 cf Primary = 0.59 cfs @ 12.10 hrs, Volume= 1,813 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow 0.65 0 Primary 0.6 0.59 cfs Inflow Area=13,008 sf 0.55 0.5 0.45 0.4 0.35 0 0.3 LL 0.25 0.2 0.15 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 73 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 22,208 sf, Inflow Depth = 2.08" for 25 yr event Inflow = 1.29 cfs @ 12.10 hrs, Volume= 3,845 cf Primary = 1.29 cfs @ 12.10 hrs, Volume= 3,845 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph IM Inflow El Primary 1.29 cfs Inflow Area=22,208 sf u o LL r l 0,,,., i/i/i/r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 74 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Area - Lot 1A Runoff Area=1,772 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.34 cfs 1,135 cf Subcatchment 1S_D: Porous Driveway Runoff Area=7,713 sf Runoff Depth=1.98" Tc=542.0 min CN=69 Runoff=0.08 cfs 1,274 cf Subcatchment 2S: Remaining Area Runoff Area=12,043 sf Runoff Depth=3.39" Tc=6.0 min CN=59 Runoff=1.15 cfs 3,400 cf Subcatchment 3S: Roof Area - Lot 1 B Runoff Area=1,772 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.34 cfs 1,135 cf Subcatchment 3S_D: Porous Driveway Runoff Area=10,977 sf Runoff Depth=1.79" Tc=542.0 min CN=66 Runoff=0.11 cfs 1,642 cf Subcatchment 4S: Remaining Area Runoff Area=16,876 sf Runoff Depth=3.39" Tc=6.0 min CN=59 Runoff=1.62 cfs 4,764 cf Subcatchment 5S: Roof Area - Lot 2A Runoff Area=1,772 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.34 cfs 1,135 cf Subcatchment 5S_D: Porous Driveway Runoff Area=4,270 sf Runoff Depth=1.92" Tc=542.0 min CN=68 Runoff=0.04 cfs 683 cf Subcatchment 6S: Remaining Area Runoff Area=13,008 sf Runoff Depth=3.39" Tc=6.0 min CN=59 Runoff=1.25 cfs 3,672 cf Subcatchment 7S: Roof Area - Lot 2B Runoff Area=1,772 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.34 cfs 1,135 cf Subcatchment 8S: Remaining Area Runoff Area=22,208 sf Runoff Depth=3.96" Tc=6.0 min CN=64 Runoff=2.50 cfs 7,328 cf Pond 1P: Infiltration Field - Lot 1A Peak Elev=1.68' Storage=388 cf Inflow=0.34 cfs 1,135 cf Outflow=0.04 cfs 1,135 cf Pond 2P: Infiltration Field - Lot 1B Peak Elev=1.68' Storage=388 cf Inflow=0.34 cfs 1,135 cf Outflow=0.04 cfs 1,135 cf Pond 3P: Infiltration Field - Lot 2A Peak Elev=1.68' Storage=388 cf Inflow=0.34 cfs 1,135 cf Outflow=0.04 cfs 1,135 cf Pond 4P: Infiltration Field - Lot 2B Peak Elev=1.68' Storage=388 cf Inflow=0.34 cfs 1,135 cf Outflow=0.04 cfs 1,135 cf Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 75 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Peak EIev=0.02' Storage=7 cf Inflow=0.08 cfs 1,274 cf Outflow=0.08 cfs 1,267 cf Pond D1B: Porous Pvmt Base Peak EIev=0.17' Storage=68 cf Inflow=0.11 cfs 1,642 cf Outflow=0.10 cfs 1,573 cf Pond D2A: Porous Pvmt Base Peak EIev=0.01' Storage=4 cf Inflow=0.04 cfs 683 cf Outflow=0.04 cfs 679 cf Link 1 L: Total Offsite - Lot 1A Inflow=1.15 cfs 3,400 cf Primary=1.15 cfs 3,400 cf Link 2L: Total Offsite - Lot I Inflow=1.62 cfs 4,764 cf Primary=1.62 cfs 4,764 cf Link 3L: Total Offsite - Lot 2A Inflow=1.25 cfs 3,672 cf Primary=1.25 cfs 3,672 cf Link 4L: Total Offsite - Lot 2B Inflow=2.50 cfs 7,328 cf Primary=2.50 cfs 7,328 cf Total Runoff Area = 94,183 sf Runoff Volume = 27,304 cf Average Runoff Depth = 3.48" Mill Street_Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 76 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1S: Roof Area - Lot 1A Runoff = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Roof Area - Lot 1A Hydrograph 0.36 0.34 cfs 0 Runoff 0.34 0.32 _ Type III 24-h r 100 yr_ 0.3 Rainfall=8.60" 0.28 0.26 Runoff Area=1,772 sf 0.24 j Runoff Volume=1,135 cf y 0.22 0 0.2 Runoff Depth=7.69 3 0.18 LL 0.16 Tc=6.0 m i n o,z j CN=98 . - - 0.08 0.06 - - - 0.04 %i! 0.02 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 77 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 1 S_D: Porous Driveway Runoff = 0.08 cfs @ 19.30 hrs, Volume= 1,274 cf, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,521 98 Driveway (Porous) 5,940 61 >75% Grass cover, Good, HSG B 252 70 Paver Walkway 7,713 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 1 S_D: Porous Driveway Hydrograph 0.09 0 Runoff o.os5 0.08 cfs Type III 24-hr, 100 yr 0.08 - - - 0.075 Rainfall=8.60" 0.07 0.065 Runoff Area=7,713 sf 0.055 Runoff Volume=1,274 cf 005 Runoff Depth=1.98" 3 0.045 TC=5420 m i n 0 0.04 LL w' 0.035 C N=69 0.03 0.025 0.02 0.015 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 78 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 2S: Remaining Area Runoff = 1.15 cfs @ 12.10 hrs, Volume= 3,400 cf, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 8,843 61 >75% Grass cover, Good, HSG B 3,200 55 Woods, Good, HSG B 12,043 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Remaining Area Hydrograph p Runoff 1.15 cfs Type III 24-h r 100 yr Rainfall=8.60" Runoff Area=12,043 sf Runoff Volume=3,;400 cf Runoff Depth=3.39" LL Tc=6.0 m i n CN=59 i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 79 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S: Roof Area - Lot 1 B Runoff = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area - Lot 1 B Hydrograph 0.36 0.34 cfs 0 Runoff 0.34 0.32 _ Type III 24-h r 100 yr_ 0.3 Rainfall=8.60" 0.28 0.26 Runoff Area=1,772 sf 0.24 j Runoff Volume=1,135 cf y 0.22 0 0.2 Runoff Depth=7.69 3 0.18 LL 0.16 Tc=6.0 m i n o,z j CN=98 . - - 0.08 0.06 - - - 0.04 %i! 0.02 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 80 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 3S_D: Porous Driveway Runoff = 0.11 cfs @ 19.85 hrs, Volume= 1,642 cf, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,554 98 Driveway 9,148 61 >75% Grass cover, Good, HSG B 275 70 Paver Walkway 10,977 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 3S_D: Porous Driveway Hydrograph 0.12 ®Runoff 0.115 0.11 cfs 0.105 Type III 24-hr=100=yr 0.oss Rainfall=8.60" 0.085 Runoff Area=10,977 of °75 Runoff Volume=1,642 cf o.o7s 0007 Runoff Depth=1.79" v0.065 3 0.06 s 0.055 ii Tc=542.0 m i n 0.05 A' 0.045 CN=66 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 81 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 4S: Remaining Area Runoff = 1.62 cfs @ 12.10 hrs, Volume= 4,764 cf, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 11,776 61 >75% Grass cover, Good, HSG B 5,100 55 Woods, Good, HSG B 16,876 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Remaining Area Hydrograph p Runoff 1.62 cfs Type III 24-h r 100 yr Rainfall=8.60" Runoff Area=16,876 sf Runoff Volume=4,764 cf Runoff Depth=3.39" LL Tc=6;0 m i n CN=59 j 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 82 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S: Roof Area - Lot 2A Runoff = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 5S: Roof Area - Lot 2A Hydrograph 0.36 0.34 cfs 0 Runoff 0.34 0.32 _ Type III 24-h r 100 yr_ 0.3 Rainfall=8.60" 0.28 0.26 Runoff Area=1,772 sf 0.24 j Runoff Volume=1,135 cf y 0.22 0 0.2 Runoff Depth=7.69 3 0.18 LL 0.16 Tc=6.0 m i n o,z j CN=98 . - - 0.08 0.06 - - - 0.04 %i! 0.02 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 83 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 5S_D: Porous Driveway Runoff = 0.04 cfs @ 19.31 hrs, Volume= 683 cf, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 768 98 Driveway 3,386 61 >75% Grass cover, Good, HSG B 116 70 Paver Walkway 4,270 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 542.0 Direct Entry, Subcatchment 5S_D: Porous Driveway Hydrograph 0.05 0.048 p Runoff 0.046 0.04 cfs 0.044 Type III 24-hwr 100 yr 0.042 0.04 Rainfall=8.60" 0.038 0.034 Runoff Area=4,270 sf 0.032 0.03 Runoff Volume=683 cf 0.03 w 0.028 0.026 Runoff Depth=1.92" 0 0.024 LL ° 2 0.02 Tc=542.0 m i n .0 0.018 C 0.016 N=6$ 0.014 0.012 0.01 0.008 0.006 0.004. 0.00211 0.-.. ii%/i i %i/,i,i%i/i/i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 84 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 6S: Remaining Area Runoff = 1.25 cfs @ 12.10 hrs, Volume= 3,672 cf, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 9,608 61 >75% Grass cover, Good, HSG B 3,400 55 Woods, Good, HSG B 13,008 59 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 6S: Remaining Area Hydrograph p Runoff 1.25 cfs Type III 24-h r 100 yr Rainfall=8.60" Runoff Area=13,008 sf Runoff Volume=3,672 cf w % Runoff Depth=3.39" LL Tc=6.0 m i n CN=59 i 5 6 7 8 9 10 11 12 13 1 11 4 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 85 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 7S: Roof Area - Lot 2B Runoff = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,772 98 Roof Area of House/Garage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 7S: Roof Area - Lot 2B Hydrograph 0.36 0.34 cfs 0 Runoff 0.34 0.32 _ Type III 24-h r 100 yr_ 0.3 Rainfall=8.60" 0.28 0.26 Runoff Area=1,772 sf 0.24 j Runoff Volume=1,135 cf y 0.22 0 0.2 Runoff Depth=7.69 3 0.18 LL 0.16 Tc=6.0 m i n o,z j CN=98 . - - 0.08 0.06 - - - 0.04 %i! 0.02 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 86 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Subcatchment 8S: Remaining Area Runoff = 2.50 cfs @ 12.09 hrs, Volume= 7,328 cf, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 2,148 98 Driveway 100 70 Walkway (Pavers) 3,400 55 Woods, Good, HSG B 16,560 61 >75% Grass cover, Good, HSG B 22,208 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 8S: Remaining Area Hydrograph 2.50 cfs 0 Runoff Type 11124 r 100 yr j Rainfall=8.60" . j 2.. j Runoff Area=22,208 sf Runoff Volume=7,328 cf Runoff Depth=3.96" 3 jj Tc=6.0 m i n CN=64 i 0 /i// 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 87 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 1P: Infiltration Field - Lot 1A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf Outflow = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.68' @ 12.78 hrs Surf.Area= 362 sf Storage= 388 cf Plug-Flow detention time= 74.5 min calculated for 1,131 cf(100% of inflow) Center-of-Mass det. time= 74.0 min ( 806.9 - 732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.45 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 1P: Infiltration Field - Lot 1A Hydrograph inflOW 0.34 cfs 11 Discarded 0.36 0.34 Inflow Area=1,772 sf °03 Peak Elev=1.68' 0.28 0.26 Storage=388 cf . 0.24 w 0.22 0.2 0 0.18 LL 0.16 0.14 0.12 0.1 0.08 0.06 0.04 cfs 0.04 0.02 0,' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 88 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 2P: Infiltration Field - Lot 1 B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf Outflow = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.68' @ 12.78 hrs Surf.Area= 362 sf Storage= 388 cf Plug-Flow detention time= 74.5 min calculated for 1,131 cf(100% of inflow) Center-of-Mass det. time= 74.0 min ( 806.9 - 732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.45 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 2P: Infiltration Field - Lot 1 B Hydrograph inflOW 0.34 cfs 11 Discarded 0.36 0.34 Inflow Area=1,772 sf °03 Peak Elev=1.68' 0.28 0.26 Storage=388 cf . 0.24 w 0.22 0.2 0 0.18 LL 0.16 0.14 0.12 0.1 0.08 0.06 0.04 cfs 0.04 0.02 0,' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 89 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 3P: Infiltration Field - Lot 2A Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf Outflow = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.68' @ 12.78 hrs Surf.Area= 362 sf Storage= 388 cf Plug-Flow detention time= 74.5 min calculated for 1,131 cf(100% of inflow) Center-of-Mass det. time= 74.0 min ( 806.9 - 732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.45 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 3P: Infiltration Field - Lot 2A Hydrograph inflOW 0.34 cfs 11 Discarded 0.36 0.34 Inflow Area=1,772 sf °03 Peak Elev=1.68' 0.28 0.26 Storage=388 cf . 0.24 w 0.22 0.2 0 0.18 LL 0.16 0.14 0.12 0.1 0.08 0.06 0.04 cfs 0.04 0.02 0,' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 90 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond 4P: Infiltration Field - Lot 2B Field Percolation Rate of Soil = 14 MPI Inflow Area = 1,772 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 1,135 cf Outflow = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.45 hrs, Volume= 1,135 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.68' @ 12.78 hrs Surf.Area= 362 sf Storage= 388 cf Plug-Flow detention time= 74.5 min calculated for 1,131 cf(100% of inflow) Center-of-Mass det. time= 74.0 min ( 806.9 - 732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 147 cf 11.32'W x 32.00'L x 1.68'H Prismatoid 609 cf Overall - 242 cf Embedded = 367 cf x 40.0% Voids 2 0.50' 242 cf 34.0"W x 12.0"H x 4.00'L Parabolic Archx 32 Inside#1 388 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.005952 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.04 cfs @ 11.45 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Pond 4P: Infiltration Field - Lot 2B Hydrograph inflOW 0.34 cfs 11 Discarded 0.36 0.34 Inflow Area=1,772 sf °03 Peak Elev=1.68' 0.28 0.26 Storage=388 cf . 0.24 w 0.22 0.2 0 0.18 LL 0.16 0.14 0.12 0.1 0.08 0.06 0.04 cfs 0.04 0.02 0,' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 91 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1A: Porous Pvmt Base Inflow Area = 7,713 sf, Inflow Depth = 1.98" for 100 yr event Inflow = 0.08 cfs @ 19.30 hrs, Volume= 1,274 cf Outflow = 0.08 cfs @ 19.33 hrs, Volume= 1,267 cf, Atten= 0%, Lag= 1.3 min Primary = 0.08 cfs @ 19.33 hrs, Volume= 1,267 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.02' @ 19.33 hrs Surf.Area= 1,000 sf Storage= 7 cf Plug-Flow detention time= 1.4 min calculated for 1,263 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,055.9- 1,055.3 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.33 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1A: Porous Pvmt Base Hydrograph IM Inflow 0.09 p Primary 0.085 Inflow Area=7,713 sf 0.08 cfs 0.08 0.075 Peak Elev=0.02' 0.07 0.065 Storage=7 cf 0.06 0.055 0.05 3 0.045 0 a 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 1141W'1101=14= ------ i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 92 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D1 B: Porous Pvmt Base Inflow Area = 10,977 sf, Inflow Depth = 1.79" for 100 yr event Inflow = 0.11 cfs @ 19.85 hrs, Volume= 1,642 cf Outflow = 0.10 cfs @ 17.95 hrs, Volume= 1,573 cf, Atten= 10%, Lag= 0.0 min Primary = 0.10 cfs @ 17.95 hrs, Volume= 1,573 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.17' @ 20.00 hrs Surf.Area= 1,000 sf Storage= 68 cf Plug-Flow detention time= 3.1 min calculated for 1,568 cf(96% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 17.95 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D1 B: Porous Pvmt Base Hydrograph Inflow 0.12 0.11 cfs p Primary 00.11 Inflow Area=10,977 sf 0.105 0.10 cfs 0.1 Peak Elev=0.17' 0.095 0.09 0.085 Storage=68 cf 0.08 0.075 y 0.07 0.065 3 0.06 3 0.055 LL 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 93 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Pond D2A: Porous Pvmt Base Inflow Area = 4,270 sf, Inflow Depth = 1.92" for 100 yr event Inflow = 0.04 cfs @ 19.31 hrs, Volume= 683 cf Outflow = 0.04 cfs @ 19.34 hrs, Volume= 679 cf, Atten= 0%, Lag= 1.9 min Primary = 0.04 cfs @ 19.34 hrs, Volume= 679 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 19.34 hrs Surf.Area= 1,000 sf Storage= 4 cf Plug-Flow detention time= 1.3 min calculated for 679 cf(99% of inflow) Center-of-Mass det. time= 0.6 min ( 1,056.8- 1,056.2 ) # Invert Avail.Storage Storage Description 1 0.00, 800 cf 20.00'W x 50.00'L x 2.00'H Prismatoid 2,000 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Primary 0.00' 0.005900 fpm Exfiltration over entire Surface area Primary Outflow Max=0.10 cfs @ 19.34 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Pond D2A: Porous Pvmt Base Hydrograph IM Inflow nflow 0.048 0.04 cfs El Primary 0.046 Inflow Area=4,270 sf 0.044 °004 Peak Elev=0.01 ' 0.038 0.036 Storage=4 cf 0.034 0.032 0.03 w 0.028 0.026 c 0.024 a 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 94 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 1L: Total Offs ite - Lot 1A Inflow Area = 12,043 sf, Inflow Depth = 3.39" for 100 yr event Inflow = 1.15 cfs @ 12.10 hrs, Volume= 3,400 cf Primary = 1.15 cfs @ 12.10 hrs, Volume= 3,400 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offs ite - Lot 1A Hydrograph Inflow ElPrimary 1.15 cfs Inflow Area=12,043 sf 1' o LL r //%�////r///rr / ��" // /r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 95 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 2L: Total Offsite - Lot 1 B Inflow Area = 16,876 sf, Inflow Depth = 3.39" for 100 yr event Inflow = 1.62 cfs @ 12.10 hrs, Volume= 4,764 cf Primary = 1.62 cfs @ 12.10 hrs, Volume= 4,764 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Total Offsite - Lot 1 B Hydrograph IM Inflow ElPrimary 1.62 cfs Inflow Area=16,876 sf ^ j o LL / I r/W/ 0 ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 96 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 3L: Total Offsite - Lot 2A Inflow Area = 13,008 sf, Inflow Depth = 3.39" for 100 yr event Inflow = 1.25 cfs @ 12.10 hrs, Volume= 3,672 cf Primary = 1.25 cfs @ 12.10 hrs, Volume= 3,672 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Total Offsite - Lot 2A Hydrograph IM Inflow ElPrimary 1.25 cfs Inflow Area=13,008 sf o LL r BEER= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 97 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/14/2017 Link 4L: Total Offsite - Lot 2B Inflow Area = 22,208 sf, Inflow Depth = 3.96" for 100 yr event Inflow = 2.50 cfs @ 12.09 hrs, Volume= 7,328 cf Primary = 2.50 cfs @ 12.09 hrs, Volume= 7,328 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 4L: Total Offsite - Lot 2B Hydrograph IM Inflow ElPrimary 2.50 cfs Inflow Area=22,208 sf 2,.. V LL 1.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours)