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HomeMy WebLinkAbout2018-02-20 Checklist for Stormwater Report L7 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. if it is determined that a specific item does not apply to the project under review, please note that the item is not applicable(N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification 1 have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included),the Long- term Post-Construction Operation and Maintenance Plan,the Illicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature 10. it Sign atur a d a J �r Checklist Project Type: Is the application for new development, redevelopment,or a mix of new and redevelopment? ® New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment Stormwater.doc•04/01/08 Stormwater Report Checklist•Page 2 of 8 4 - Massachusetts Department of Environmental Protection ❑- Bureau of Resource Protection - Wetlands Program Checklist t r Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices(e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area (Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ® Bioretention Cells (includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ® Water Quality Swale ® Grass Channel ❑ Green Roof ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Stormwater.doc•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program ' hecklist for Stormwater R"eport Checklist (continued) Standard 2: Peak Rate Attenuation ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ® Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ® Soil Analysis provided. ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ®Static ❑ Simple Dynamic ❑ Dynamic Field' ® Runoff from all impervious areas at the site discharging to the infiltration BMP. ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c.21 E site or a solid waste landfill and a mounding analysis is included. 80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Stormwater.doc•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ® Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ❑ A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ❑ is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable,the 44%TSS removal pretreatment requirement, are provided. Stormwater.doc•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist Checklist (continued) Standard 4: Water Quality(continued) ® The BMP is sized (and calculations provided)based on: ® The'/"or 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ® The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third parry studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) ® The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ® Critical areas and BMPs are identified in the Stormwater Report. Stormwater.doc•04/01/08 Stormwater Report Checklist•Page 6 of 8 Massachusetts Department of Environmental Protection -` Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ® The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ® Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a)complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; ® Maintenance Schedule; • Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Stormwater.doc•04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program "4hecklist for 0"tormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ® The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ❑ The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site Stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑ An Illicit Discharge Compliance Statement is attached; ® NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. Stormwater.doc•04/01/08 Stormwater Report Checklist•Page 8 of 8 ST®RMWATER QUALITY W®RKSHEET Stormwater Management Standard - Lot 1 A 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. > 84i 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. > 78i 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. Sullivan Engineering Group, LLC Civil Engineers&Land Development 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(efs) 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 1.35 4030 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 2.01 5942 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 1813 100 Year 1.57 4663 1.25 4025 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:jacksu1153@comcast.net V INSTRUCTIONS: Version 1,Automated:Mar.4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Lot 1A- Roof Drainage B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate1 Load* Removed C*D Load D-E 4.0 Q) Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 N i O O 0.00 0.20 0.00 0.20 E ® 0.00 0.20 0.00 0.20 Cn ++ V 0.00 0.20 0.00 0.20 0.00 0.20 0.00 0.20 Separate Form Needs to be Completed for Each Total TSS Removal = 80% Outlet or BMP Train Project: _ Prepared By: JDS *Equals remaining load from previous BMP (E) Date: 1/24/18 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept. of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Locationd Lot I - Roof Drainage B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E AW G) Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 N > L 0.00 0.20 0.00 0.20 E ® 0.00 0.20 0.00 0.20 ~ 0.00 0.20 0.00 0.20 _V tCs V 0.00 0.20 0.00 0.20 Separate Form Needs to be Completed for Each Total TSS Removal = 80% OWICA or BMP Train Project: Prepared By: JRS *Equals remaining load from previous BMP (E) Date: 1/24/18 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Lot 2A-Roof Drainage B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate Load* Removed C*D Load D-E Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 N L ® ® 0.00 0.20 0.00 0.20 E 0 0.00 0.20 0.00 0.20 Cn t� 0.00 0.20 0.00 0.20 V — 0.00 0.20 0.00 0.20 Separate Fora heeds tc e Completed for Each Total TSS Removal = 80% cutlet or BMP Train Project: Prepared By: Jos *Equals remaining load from previous BMP (E) Date: 1/24118 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 9,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Lot 2B-Roof Drainage B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E 43) Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 N L 0 0 0.00 0.20 0.00 0.20 ® 0.00 0.20 0.00 0.20 � _ ~ 0.00 0.20 0.00 0.20 _V 0.00 0.20 0.00 0.20 Separate Form Needs to e Completed for Each �+ Total Removal C 80% Outlet or BMP Tra Project: Prepared By: JDS *Equals remaining load from previous BMP (E) Date: 1/24118 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Lot 1A, 1B 2A B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E Bioretention Area 0.90 1.00 0.90 0.10 O O Infiltration Trench ` 0.80 0.10 0.08 0.02 0 O 0.00 0.02 0.00 0.02 C/) a-+ ~ 0.00 0.02 0.00 0.02 L) > 0.00 0.02 0.00 0.02 Separate Form Needs to be Completed for Each Total TSS Removal = 98% Outlet or BMP Train Project: Prepared By: JDS *Equals remaining load from previous BMP (E) Date: 1/24/18 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept,of Environmental Protection V INSTRUCTIONS: Version 9,Automated.Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Locationd Lot 2B B C D E F TSS Removal Starting TSS Amount Remaining BMP Rate' Load* Removed C*D Load D-E Infiltration Trench 0.80 1.00 0.80 0.20 N > L 0.00 0.20 0.00 0.20 E E ® 0.00 0.20 0.00 0.20 tCS ~ 0.00 0.20 0.00 0.20 t„) M V 0.00 0.20 0.00 0.20 Separate Form Needs to e Completed for Each Total TSS Removal 80% Outlet or BMP Train Project: Prepared By: JDS *Equals remaining load from previous BMP (E) Date: 1/24/18 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection 1S_E 2S_E 3S_E 4S_E 0 O Lot 1A- �I7 Lot 1B Lo�A L,,JB 1 L 2L k 3L4v Total Offsite-Lot I Total Offsite-Lot 1 B Total Offsite-Lot 2A Total Offsite-Lot 2B 1. SubCat' Reach onI UnKI Drainage Diagram for Mill Street_Predevelopment Prepared by Sullivan Engineering Group,LLC 1/25/2018 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems Mill Street_ redevelopment Type 111 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 1/25/2018 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 1L: Total Offsite - Lot 1A 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 111 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 1/25/2018 Subcatchment 1S : Lot IA- 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 IA- Hydro graph 0.055 Runoff - 0.05 cfs 0.05 --- _ '-e_ .IJ- - Ir_ _ .r___ 0.045 qinY-a H- ®® : 0.04- _ _Runoff Area-=21 780 sf-- 0.035 Runoff;Volu = 1 �'c - _ - 0 0.025 Flow Length#1 7 0.02 _ c-�10.6__min 0.015 -55 i_. _ _ _ 0.01 PN 0.005 1 1 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 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydro graph Runoff 0.09 _ __ _ � __- 0.08 cfs � _ � _, 0.085 ype, 11 24-M-Mr 2 yr-- 0.08 0.075 ;. ___;._.__Rainfa-I1- 120"- --- _ - _ _ 0.07 7 0.065 Runoff. Area=29,6.2.5 ;sf0.06 . 0.055 _ ..- -- --- a- Run'- f Vo1urne`585 cf 0.05 Ru n'off pep#h 0: 4' - 3 0.045 - -- --- -'- - _ 1- -- -' - 0.035`' _...1. a 0.03- C N.:=56.. ._.... 0.025 -- -. --- 0.02 ......._I_..... _.i_._..._. yr, 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_Predevelopment Type/1/ 24-hr 2 yr Rainfall=3.20 Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 _ - ' _ - ---- - -- -'----L---- ---- -- 0.05 0.048 - - - ---- 0.05:cfs -- -- 0.046 _..'i... A 0.044 - - --;-- Type;11 .. ash 2 Iyr- 0.042 - Rainfall 3.20 0.04 0.036 - .. ........ 0.034 -- --- - -- Ruoff Volume=335�cf- 3 0.026 - ,-- ---Run �- -- -- --0.028 - - - -I- F- off IDept�t 0:21�•-- a o.024 I-- _ I I_ T IL.._ , . - u. 0.022 - --- --'--- -'- _ C= _ 0.018 5 0.016 N- 5 0.014 --- _ 0.01 _._... _ f. .... .i. ......._. -' _-_ _ 0.004- _... ............ ... - ._._._._. ..__ -........ i_.......... . ........i. _..._.......-.. ...._- 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 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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' - [j Runoff 0.25 - 0.24 cfs ..... . 0.24_ -__ , 0.23 0.22 ,-- . ..i......... ,.__..... _.... 0.18 - _ . Runoff'Are a 3,90 s - 0.17 _ ...._., ......... ._ 0.16 i... N 0.15 r __ a ___ � _ - -- -- Run, offli VolurrieF01.5 !d- 0.14 - -- - - 3 0.12 -- ;.- - ---- , , e #h�046"_.0.13 u tl.off a 0.11 - 0.1 Tc-6 0 m i n _. 0.09 -- -- --- ---i - - -- ---+ --�- - � - - 0.08 - --- -�- -- 0.07 0.06" _.._.. 0.05 --- -- --------r-----,-- y --r----r- -, ----r - - r-- -r--- 0.04-'. - — --- ! ----'-- L ------' ----'---- — - --- 0.03 _..., 0.02 ... ..i ............._ _ ........ 0.01- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1 L: Total Offsite ® 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 Offsite - Lot 1A Hydrograph 0 0.055 .05 cfs Ifl r ' r, s __. 0.045 -'_- ----- ..._...i_. .. _... ...1__ 0.04 -- 0.035 - ._... ........... ...........,.._... -�-- ----�--- -�--...._..1 __�_ .. �---------�--- ---=----�---�---- i 0.02 - ... - .,-._._._ _... 0.015- _.- -- ---- __ _ 0.01- ---r--- ,----i- ._ ,.._..__ r ---r. ---,--------r 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 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 HydmCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 it_. _.. _. Inflow I I , mary 0.09. s 0.08 cfs Pri ,. Iflaw- rel,a= 9; 5 sf 0.085 0.08 .1 . .---- ....... ........ ... ......._ 0.075 I I I I I I 0.07 - ------- ---- ----I- 0.065 0.06- -� 0.055 - 0.05 >. i I I i i i I I I I I I 30 0.045 -- - _ u 0.04 0.035 rp; 1....... .I............L............ ..__...... 0.03 ... � ,. -- - 0.025 0.02- I 0.015. u , 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/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 of Primary = 0.05 cfs @ 12.33 hrs, Volume= 335 of, 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 2Ao Hyfrograph 0.048- -_-i -0�----- o.48 L --_ _ _ _ .05 cfsy In#' r i:ii9 50 Primary _ r 0.046_ �- 0.044 --- i- _ l.._...... _ ..._--, --- r -- --- ---- - - --- 1----1---- 0.042 ,. - 0.038 0.036_' 0.034 ............ 0.032 _ „ . ....._i.. .......i.... ...... 0 0.024 u. 0.022 — -- ----i- --- --r r _..- _ 0.02 _.__.....__.._.__!_. . _.._i...__. t_._...... ......... 0.018 - --- ---- -'- - '..' " :.d -'- - --'---- 0.016_ 0.014 0.012 - - - - .-i .........._ 0.01 0.008 r--- ---��--- _...' -- —� 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 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 0.26 --+ - -- --- --- 0.24 cfs -- ��f�OW 0.24 Area 23,- ' s-f _ 0.22- ;...... .... __ _. .... 0.2 - 0.18 0.16 3 0 0.12_' 0.08 r - r---r---,---- -----r--- ----i---T --- i 0.06 - 7, n 0.04 -- - ------�-- -� r , -- 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 1/25/2018 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 1A Inflow=0.33 cfs 1,418 cf Primary=0.33 cfs 1,418 cf Link 2L: Total Offsite - Lot 1 B 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/1/ 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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- , ydroraph 0.36_ _. _- -,--- -- Runoff 0.33 cfs 0.32 - - _ _ Type 111 2,4-hr 10 0.3 _. ..i....._. . _!_._... _._......Rainfall-, 4.80 0.28 ....... ..... 0.26_ .. _Ru_n.Off A;ea. '.2.1jN_sf_... 0.24 - - -- Runoff�Volume=1-1 I8,cf 0.22 --- - --, Runoff-D�ep#h 0.78 3 0.18 ° ..... F1oW Len th=177' 0.16 -- - - _J 0.14 0'6To 0.12 0.1- - _...... L .._._..I_._ _. ;._ . _. ..._C N.:155_. 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 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 2S E: Lot 1 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 Hydro graph 0.65 ®RUnoff 0.59 cfs - 0.s - Type Ill- -hr,-1 ;-yr o.55- - ---;-- -- - -----,------- ainfall= - 0" 0.5 _ --- unoff rea=29 625-s 0.45 RU off;Vol c ;ume=2;�1 0.4f 0.35 Runoff Depth=0.84" _ 0.3- Tc=6�0 min 0.25 �_'� 0.2 0.15 , 0.1 0.05 4l 0 5 6- 7 - 7 - 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 14 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 - RUnoff 0.35 cfs --_ A 0.34 -'i Ty p 1111,'t'hO Q yr- 0.32_ Ain ail .80-- 0.28 --- ---- -- - Runoff Area 19 '050!sf- 0.26 � -- 0.24 Ru"Hoff;Volume=l r20 Cf- -- - w 0.22 0.2 Runoff Depth'-0e.78" 0 0.18 .�.;" . 0.16 _. r- - - ...... -- -r- -- -- ..5 0.14 - 0.12 - -i ........ 0.1 x-i 0.08 0.06 0.04_ j.. .. 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 15 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydrogragh 0.9 _. L...... _ _ ..... -. ._ Runoff 0.85- 0.81 cfs 0.8 Tye111- -hr, 16yr- 0.75 " --- ----r---- r---_ __ _ aen€aC1=4�.80 0.7 0.65 uno'€€ Area= 3; s€__ 0.55 i........ . ......._.i....._- _i___ O unoff; ol,u e= 3150%cf 0.5 Runoff De thFI®2.6 3 0.45 --- _. 0.35. 0.3 __.,...._. _....,_.... 0.25 0.2 ............ 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Preclevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1L: Total Offsite - 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 Offsite - Lot 1A Hydrograph I I I I I I I I I �Inflow 0.36_" ,•" Primary ..... 33 cfs 0.34 a - _InflO..w_:Are.a-2 ;78.0::: f 0.32 .......... .....I...._.._...L............................... 0.3 I I A 0.28 - - -I -, .-_. .I.......... 0.26 " 0.24 0 22JT U 0.2 I "E 0 018 F.. I u. 0.16 0.14 --.----_1..._.-._I__... _... 11 0.12 ......... 0.08 I 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 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 ydrograph Inflow 0.6_ - --- inflow L-' --- - 0.59 cfs ?area29 -625 sf 0.65 � 0.5 t 0.45 F--- ----r - -r ---;----i- w u _ - 0 0.3 0.25 -r- 0.2 0.15 - _..i. . - - ..__.. .'..- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Preclevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 ydrorap 0.35 cfs �nf10W rea�� 0.38 � - Primary 0.36 �. �. OOsf...- 0.34 0.32 03 0.28 - - ......,_..._....., - . .............. _... _..,...._......i.._._... 0.26 0.24 0.22 - 0.2 0.16 LL 0.14 .._i.......... --- 0.12 ----'-- --- �_ i 0.1 ---�-- -� -- --i 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 19 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydrograp h -- 0 9 0Inflow 0.81 cfs d1fl . Primary 0.85 ! re 3,98 -sf- 08 ?a _ 0.75- 0.7 0-6 „ 0.55 ---r--- --i- -- - -- -- a 0.5_ 3 0.45 _..-...r ._..........._ _....-- 0 0.35 �. 0.3= 0.25 0.2 - 0.15 0.05 0114 5 6 7 8 9 "I'd 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 20 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 1L: Total Offsite - Lot 1A Inflow=0.67 cfs 2,479 cf Primary=0.67 cfs 2,479 cf Link 2L: Total Offsite - Lot 1 B 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 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Runoff 0.7- 0.67 c1-1 fs , __ III �-__ r _ '� - 0.65- -Ype - - ---i�_.._.. 0.6 -- _ _ _ _ _-- , -_,_--- _ a'nfall=_6.0 ®®_ 0.55 - uno'ff Area= _1 '�_sf Runoff-Volume= 05 --L--- ,_ __ -- 479'cf 0.45 0.4 Runoff_Depth=_1.37" i _.... -- a 0 0.35_' _ -- 1oW-Lehgtkh=177'- _._.- _ .- r----....r.. ... .i.__-_.._T.. __... i it _i...... �y�- 0.25 Tc;.�."*U . fin. 0.2 0.15 0.05 0 .. i' . 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 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 1.13 cfs Type,lll 24-hr 25;yr Rainfall-6.00" ; Runoff Area= 9 '625 sf Runoff!Vol�,ume=3,56S cf i I Runoff DeIpth=1.44" ° Tc=6L0 rain CN=66 ; 9 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 23 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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- Runoff 0.68 cfs --- -- --- 0.7 Type 11 0.65 ; 12; - r_25,yr 0.6 Rainfall=6.00°® -- - - --- - 0.55 ----L _ --- - -- -- Runoff Area-=19 '05Us . 0.5' u off plume= 173�c 0.45 9 N _ oRunoff eth=1. 7®° 0.4 0 0.35 Tc-6 U --�--- - 0.3 15 0.2 -F - ..._....... ......_. _..... 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_Predevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydro rap 1.34 cfs Type All 24®hr 2&yr Rainfall=6.00" u 'rea �, 3,980'',_sf noffVol urn0.=3,;986,cf Runoff epth=1 .99" LL Tc=6.0 On CN=63 0 5 6 7 8 9 10 11 12 13 14 A16 17 18 19 20 Time (hours) Mill Street_ redevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1L: Total Offsite - 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 Offsite - Lot 1A Hydrograph -- -- 4--- --- --- 0.67 cfs -- - -- - - In l rea= s 0.65 0.6 " --- - f__.._.. .il -I-- - -r 0.55-' -- - -------0.5' ---- 0.45 - 0.4 o 0.35 � 0.3 0.25 " 02 . -----.i.._._._._I_...._._i----i--- _..._.i..--- .............i i ;, ...._.i ......_. 0.15 1 ,.� 0.1 y 0.05 ' 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 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 I I I I I I I I I I I I t I I I I I I I 1.13 cfs 1 n f I OW A rd,a 2, 9,612 5 IS If .. ..._...�.... ......I_...'_.-r_-_-----_ r- 2 ___ ..___.... ..__.....I_..._....1----r--._�.._._....-i_......__ I I I I I I y I I I I I I I N I I I I I I x I I I I I I I I +"' 1 LL ¢"' �b I I I I I I � Yx 1 I I I I I I I I I I I I I I I I I I �H I I I I i I I I I � - o 0- A. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street—Preclevelopment Type ///24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCADO 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 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, Aften= 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 0.75-- Arda=1 9 570 5 0 .68 cfs 1-nf I low 0.7 --T 0.65 .......... 0.6: -1 0.55 0.5z 0.45-' 0.4 o 0.35-' u- 0.3-' ............. ........... 5 ........... 0.25- 0.2-' 0.15- 0.1-: 0.05- _0 0- . . . . . . . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Preclevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydrograpn I I I I I I I I I I I I I I I I I I I I I I I Prima I I I I I I I I I I I rY 1.34 cfs ;Inflow rea=23,9 sf LL I I I I I I V i I I I I l a I I I I I I 3 I I I I I I I I I f I I I I I I I I I I I I wy, i I I i I I I I i I i I I I I d yr I 6 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 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 1L: Total Offsite - Lot 1A Inflow=1.54 cfs 5,321 cf Primary=1.54 cfs 5,321 cf Link 2L: Total Offsite - Lot 1 B 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/1/ 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 ]Runoff 1.54 cfs Type III 24-hr 106yr Rainfall-8.60' R',unoff Area-7 21.78Usf ,Run off Runoff ee t 31;cf- L_---_--_L--- ---- _----- 1" p = .9i3„ Flow Lehi gth=177' Tc=10' 6 rn in tN=55 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ redevelopment Type 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 2S E: Lot 1 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 Hydro ra h 2,54 cfs Type III '-hr 106yr ainfall=8.6 " 2 Runoff rea= 9e s ,. ulno ,Vol,u a= 'c y ` Runoff e'� th= . " Tc=6,0 min - -- - � CT+I- ,56 e 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 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 32 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydro graph Runoff I I IF 1.57 cfs Type III 24-hr I1106yr ( I I I I I I I I I I ainfall=8.60" 'Runoff 'Irea=19�:1050'sf I � I - - --- ---- _IL_ -- , ---;Runoff V-oI!ume=4,663;�f I Runoff Depth= .94" � I � I LL &6 0 niin � � I I � �. I � GN=65 I r > � I 0 .', , , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ redevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 33 HydmCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hy rograph I I I i I I i I I I I I i I I I I I I i I I I I I I I � I I I I I I I I I 1 I Runoff 2.62 cfs Type III -hr it Rainfall--8.60 I I I I I 1 I I f I 2 Runoff Area=23,�`9801 sf noff olumO=7,882'II cf Runoff eipth .�4" 3 Tc=6L0 min 0 LL _CN=0 . 1 I I I I I I I I I I I i I I I I I I I I I I I 1 I I f I I 1 I I I I I I I I I I I I I I I I I I f I I I I I I I I I I I I I I I Ot . . .... . . . . . 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 34 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1L: Total Offsite - 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 Offsite - Lot 1A Hydrograp i I I I 1 I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I , I , I I I I I t"J Primary 1.54 cfs Inflow A r a= '1 ,7;8 sf I I I I I I I I I I I I I I I I I I I I I LL I I I I I I I I 1 I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I y 1 I I I I I I I I I I I I V I I I I I I I I I I I i I 1 I I I I I I I i I I I I I I I I I I I I I J I I 1 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_Predevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 35 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hy rograpn 2.54 cfs Inflow a , S 2 o LL ----i__. -- --- + -- ---- - -F ---+- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Preclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 36 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hy rogra h 1.57 cfs, ' ;Inflow ! rea=1 9,050 'sf LL ; v F 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Predevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 37 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 4L: Total Offsite - Lot 2 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 ydrogra h Inflow 2.62 cfs pnfl6w ;Area=23,980 ''sf 2 o i - ' - --- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 Roof res-Lot 1A Flow to nveway Al�II7 Rem ai ing Area 3S_D 45 bb 5P. j 11 Flow to driveway Remain Area 1 P Roof Are Lot 1 B �I7 Crushed Stone TTnch Tot Offsite-Lot I Infiltration Field-Lot 1A 7P', 1!L" 2P � [ 6P Crushed Stone �Trench Infiltration Field-Lot 18 // Total Offsite-Lot 1 B Bioretention $p., Bioretention 5S 5S_� ay w Roof Art-Lot 2A Driv Remai ing Area b Remai g Area Roof la a-Lot 28 3P, 9P' Infiltration Field-Lot 2A Crushed Stone rench { 3L: 4P 14L^ Total Offsite�-Lot 2A Infiltration Field-Lot 2B Total Offsite-Lot 28 Bioretention SubCat Reach Pon Link Drainage Diagram for Mill Street_Postdevelopment Prepared by Sullivan Engineering Group, LLC 1/25/2018 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems Mill Street_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 1 S-D: Flow to Driveway Runoff Area=7,713 sf Runoff Depth=0.70" Tc=6.0 min CN=69 Runoff=0.14 cfs 451 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: Flow to Driveway Runoff Area=10,977 sf Runoff Depth=0.57" Tc=6.0 min CN=66 Runoff=0.15 cfs 525 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: Driveway Runoff Area=4,270 sf Runoff Depth=0.66" Tc=6.0 min CN=68 Runoff=0.07 cfs 234 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 Elev=0.53' Storage=102 cf Inflow=0.12 cfs 410 cf Outflow=0.03 cfs 409 cf Pond 2P: Infiltration Field - Lot 1 B Peak Elev=0.53' Storage=102 cf Inflow=0.12 cfs 410 cf Outflow=0.03 cfs 409 cf Pond 3P: Infiltration Field -Lot 2A Peak Elev=0.53' Storage=102 cf Inflow=0.12 cfs 410 cf Outflow=0.03 cfs 409 cf Pond 4P: Infiltration Field - Lot 2B Peak Elev=0.53' Storage=102 cf Inflow=0.12 cfs 410 cf Outflow=0.03 cfs 409 cf Mill Street_Postdevelopment Type l/l 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 1/25/2018 Pond 5P: Crushed Stone Trench Peak EIev=224.50' Storage=160 cf Inflow=0.14 cfs 451 cf Discarded=0.01 cfs 334 cf Primary=0.04 cfs 46 cf Outflow=0.06 cfs 380 cf Pond 6P: Bioretention Peak EIev=222.92' Storage=8 cf Inflow=0.04 cfs 46 cf Discarded=0.01 cfs 46 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 46 cf Pond 7P: Crushed Stone Trench Peak EIev=224.50' Storage=80 cf Inflow=0.15 cfs 525 cf Discarded=0.01 cfs 165 cf Primary=0.21 cfs 280 cf Outflow=0.22 cfs 445 cf Pond 8P: Bioretention Peak EIev=223.01' Storage=61 cf Inflow=0.21 cfs 280 cf Discarded=0.04 cfs 280 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 280 cf Pond 9P: Crushed Stone Trench Peak EIev=224.50' Storage=32 cf Inflow=0.07 cfs 234 cf Discarded=0.00 cfs 66 cf Primary=0.10 cfs 136 cf Outflow=0.10 cfs 202 cf Pond 1©P: Bioretention Peak EIev=207.07' Storage=37 cf Inflow=0.10 cfs 136 cf Discarded=0.02 cfs 136 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 136 cf Link 1L: Total Offsite - Lot 1A Inflow=0.06 cfs 325 cf Primary=0.06 cfs 325 cf Link 2L: Total Offsite - Lot 1 B 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 =4,894 cf Average Runoff Depth = 0.62" Mill Street_Postclevelopment Type]/1 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 1 : Roof Area - Lot 1A Hydrograph I I I 1 1 1 I 0.13 0.12 cfs 0.12 I II II ', � 'IT Pe IIIII -h yr 0.11 -----=-- - ainfall " 0.1 11 1 1 I I I - - - ...... _I_ _ _I_Runoff Area-1 7 - I I I I I i 0,09 r 0.08 uno o u 3 0.07 --- Runoff Qepth-_�2.77_ o ! U: 0.06- I r- - -r--------r- -I-- r---L_ _- -- ,in - 0.05- ....._.. - ._...-__ ._-----.. ............ I I I I I I r _. 0.04 I I I I I I I I I f I I 0.03 I I I I I I I I I I I I 0.02-" I I I I I I I I 0.01-" 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 1 S_D: Flow to Driveway Runoff = 0.14 cfs @ 12.11 hrs, Volume= 451 cf, Depth= 0.70" 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 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) Oft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S_D: Flow to Driveway Hydrograph �. i £3 Runoff 015 - - {--- 0.14cfs --- ,._ --- -- -- - -- Type ill 2 -her 2-yr 0.13_ 0.12 am �a11�3:�O - - 0.11 _ _ _ _ _-,_ - nof# Area�7 713 '�sf- 01 y o.0s- _ f M a= 1 �ef . 3 0.06 - - Runoff Depth='0.70- __ - - s , - i° 0.07 0.06 -- r -.L._ e'®6.0 in - - - - �. -- CN 0.04- 0.03 0.02 AIF 0.01 0 , , , .. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 2 : Remaining Area Hydrorap I I I I 0.065 0.06 cfs 0.06 � l III - r..__. 'yr. 0.055 . i nfa.11 . . 0°'__. 0.05- Runoff Area=11 2,643 sf 0.045- - Ruhoff 1 u =3 5 d 0.04 0.035. Runoff t . " - 0.03 i I iTO=6.0 Min__ I I 0.025 5 0.02- ' I I 1 I 0.015 0.01 7 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 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 'I B Hydrocgraph {._.._....,..._......... . ...._.,.... . __, �__........: ......._. , ,_ ,..._ i 0.13 0.12cfs 0.12_ ` _ -- Type ;111 24-her 2 ;yr OAI 0.1 0.09 Runoff Area- - 772 �sf 0.08 Utl ff' lu e=. .1.. ;c 3 0.07 u 11_ o ff_ a .7.7°'-- 0.06 0.05-. c'= mi __... .... ......_. 0.04- 1 ..._...... . ... _ ....._ _. ._. 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_Postclevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 3S_D: Flow to Driveway Runoff = 0.15 cfs @ 12.11 hrs, Volume= 525 cf, Depth= 0.57" 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) 6.0 Direct Entry, Subcatchment 3S_ : Flow to Driveway Hydro graph ------ - __ , --- -- _ r _ 0.17 e 0.16- " _ .__ 0.15 cfs 0.15'' Type,41124-hirr - .. 0.14 _�. -- - ' aain€q1I 3o20er- 0.12 - _. Runoff_ _ - rea=1 0 977 ,s _ . .. .. -- _ , -- N a 1 u ffl a 3 -- Runoff , e a 0.08 LL 0.07 ;.... ti 0.06 -.i_.. .. ........... __..__.. ............ ._ —66 0.05 -- _.-., -- -_..... ...... _.._.. T - ---- 0.04 0.03 i 0.02_ _.._.... __._.. . .............. - ._...... . . .._ 0.01 0LLZZ=� . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Runoff 0.09 _ __. 0.09 cfs 0.085 0.08 0.075 , .. - a.'n.fa.l�®3. 0tl®_. ... 0.07 _- --- --- 0.065 Runoff Area=11 , 76 isf-- 0.06 R �� —455 - - --_ uhof�' V urre- w 0.055 cf 0.05 f k n f-;3e�- th,0.32"-. 0 0.045, rz T - _ 1 m 0.035 0.03_ I I i CN=59 _ 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_Postclevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 5S: Roof Area - Lot 2 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 ...... ........ 0.13. 0.12 cfs 1. 0.12. r L._..... - r r 0.11 . --- ---- --- _ -- ----,- T - - 1 1 1--,- - -- --- --- --- inf Il-3. . Runoff eat 1' 7 0.09 no C 0.08- uf, o ume=41011 3 0.07 - -- ._.... --- - -- , . n_ ff- -e t o = 0.05 0.04 ._ CJJN 93 = _ I I I I 1 I I 1 I I I 0.02 0.01 0 5 6 7 8 9 10 11 12 13 4 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 5S_D: Driveway Runoff = 0.07 cfs @ 12.11 hrs, Volume= 234 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 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) 6.0 Direct Entry, Subcatchment 5S_D: Driveway Hydrograph ; 0.075 0.07 cfs 0.07 Type; l_II 24- r_2 ;yr 0.065 a(I°n a11 ° Off®-- 0.06 0.055 � __-� '� �_ � - un , f AreaF-4.270 _ __- _ _ - -_-_ ----__ _ _ 7' RunoffVol rh -2 4 cf o 0.045 3 U u n,Of 0.04 fe th .66a® O LL 0.035 . � - ° --- ---- ----� TC_6_0 Min 0.03W � _ 6.8 0.025 4 I- 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 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 I I I I I I I I I I I I I 0.07 cfs_ l L... ..... i.._ 3 Runoff 0.07 0.065 - - .. ._.. . ._...Type;_111-244 0.06 -h_r_2.;yr- -_-- __ _ - I I I I � I I I -------- , --- , - - --� Rainfall®3.20' - 0.055 0.05Runoff rya=l'�3; sf ............ ..._- 0.045- Ruhoff-VdIume=351kcf 3 0.04 Runoff y off-Depth-, ®® �. _-- 0 0.035 I I I TO in 0.03 0.025- 0.02- 0.015 - 0.01 : .. ...I....... :......._.-1.-__....1.. .........I... _.__i 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 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydrosgraph [�Runoff 0.13_ 0.12 cfs 0.12 e ;111 24-hr yr -- , -- -T Type -- - _. 011 -- -- --- - - -- 6inf6l-1- 3.247 - 0.1 0.09 Un ff _ rea=1 .7 ;s __........i......_.. .... ...... o.oa kunoffl Vo ume=410 ; f U 0.07 - - - -- - --r- -- .-- a ff-Pelt.h ,_7_7" a 0.06 rl1'� - T-Tc-6;p_ rf- 0.05 . 0.04 { :........... .. ............i... ._.._.i.- — ._..._ .i..__...... 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_ ostclevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 14 HydmCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 0.26 0.25 cfs - ` r 0.22 --- - inf a i " 0.2- -- --- f Runoff���Area=22�20�-�sf 0.1 s- N 016 nf ; urne= 1 f 3 0.14- _1 .5, "- a 00.1 - --- r - --i --r----i-- --r ---r -... ----T-Tc= - min 0.0s 1 CN=64 0.06 0.04 w 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 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 1P: Infiltration Field - Lot 1A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.03 cfs @ 11.75 hrs, Volume= 409 cf, Atten= 80%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.75 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.53' @ 12.51 hrs Surf.Area= 453 sf Storage= 102 cf Plug-Flow detention time= 22.6 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 22.2 min ( 760.7 -738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.001 x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.75 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 1P: Infiltration Field - Lot 1A Hydrograph 0.12 cfs ®inflow scarded 0.13 _r -I --, �_... - i- - 0.12 ,-- �- ----_ _. 11 1..._. - Ilnflo A re =�1 , sf 0.11 ;.... ...ea Iev=l 5.3'...... .......... . ..... l ... w 0.08 I I _ _ _ I 0.07 - ...L._._.....,......__.. _.._ , 3 I I i I I I I I I I i p a __..._ 0.06 - ---- _-- .._.__._I._ ----.__._.. __i.._..._...__.._- - -- ........... ...........i_ ._..__,._. ......... -.. 0.05 I I I 0.04- -- Y- _ __ ___ - --- _ -_ _ { 0.03-' 0.03 cfs I :' I t I_ 0.02 0.01 06 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 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 213: Infiltration Field - Lot 1 B Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.03 cfs @ 11.75 hrs, Volume= 409 cf, Atten= 80%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.75 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.53' @ 12.51 hrs Surf.Area= 453 sf Storage= 102 cf Plug-Flow detention time= 22.6 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 22.2 min ( 760.7 - 738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.75 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 2P: Infiltration Field - Lot 1 Hydrograph 0.12 cfs ®Discarded 0.13 ". - -r--- - - ----- .. - --r - -- - " _ _ -- -- - _._ Irl _=,1 ,70.12 _ _1v ,5, 0.11 0.09 - --,--- -- - --- - _. _... y 0.08 0.07 .......... 0.05 0.04- 0.03 - -- -- 0.03 cfs ; - - --._ _... I I I I I I I I 0.02 0.01. 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 3P: Infiltration Field - Lot 2A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.03 cfs @ 11.75 hrs, Volume= 409 cf, Atten= 80%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.75 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.53' @ 12.51 hrs Surf.Area= 453 sf Storage= 102 cf Plug-Flow detention time= 22.6 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 22.2 min ( 760.7 - 738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.75 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 3P: Infiltration Field - Lot 2A Hydrograph 11 I I I I I I I I I I I I I I I n Inflow -" 0.12 cfs l® ' .... - --- ..-- --- - 1 Discarded 0.13 -- mil ��/ sf 0.12 --- i I 1 I ..I. I � I ' _ rea� 0.11 I I I i 1 - Peak lov-;0.513_ I I 1 I 1 I I 7 I I I I I __.. _ -_ _ 02 0.09 I I I I I 1 I I � 1 I N L. ......... _ ........ 0.06 v 0.07 _... 3 I I I I I I I I 1 I p - -__ Y, ___i-__.._.i...........I._ I I 1 I I I I I I I I I . . _... I _. .._.-..._.L-_ _._ ..........L..... _L.... f 0.05 i i I ... I _ I I I I I I I I I I I I o.. 0.04 I I I 1 I I -I--- 0.03 0.03 - --, - _.._ cfs I I I I I I I I 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/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 4P: Infiltration Field - Lot 2B Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 410 cf Outflow = 0.03 cfs @ 11.75 hrs, Volume= 409 cf, Atten= 80%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.75 hrs, Volume= 409 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.53' @ 12.51 hrs Surf.Area= 453 sf Storage= 102 cf Plug-Flow detention time= 22.6 min calculated for 408 cf(100% of inflow) Center-of-Mass det. time= 22.2 min ( 760.7 - 738.6 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.001 x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded = 458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.001 Parabolic Arch x 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.75 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 4P: Infiltration Field - Lot 2 Hydrograph I I I I I I I I I I I L - -- -- --- -; I I I I I I I I I ®Inflow .12 cfs -' Discarded .. - 0.12 - --- 0.11 Peak!- Ie =0,5Y I I I I I I I I I 0.1 p.2 , - 0.09 --- 1i--- --. .._...._. --i--- j- - I ............... N 0.08 V I I I I I I I I I I 3 I I I I I I I I I I I Q FL 0.06i--- I I i I I I I I i... ......_I.... L .._....I..... ._. 0.05- I I I I I I I I I I I I 0.03- 0.03 cfs I I I I I I 0.02 I I I I I 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/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 5P: Crushed Stone Trench Inflow Area = 7,713 sf, Inflow Depth = 0.70" for 2 yr event Inflow = 0.14 cfs @ 12.11 hrs, Volume= 451 cf Outflow = 0.06 cfs @ 12.60 hrs, Volume= 380 cf, Atten= 61%, Lag= 29.7 min Discarded = 0.01 cfs @ 11.85 hrs, Volume= 334 cf Primary = 0.04 cfs @ 12.60 hrs, Volume= 46 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.50' @ 12.60 hrs Surf.Area= 200 sf Storage= 160 cf Plug-Flow detention time= 146.7 min calculated for 379 cf(84% of inflow) Center-of-Mass det. time= 101.0 min ( 932.1 - 831.1 ) # Invert Avail.Storage Storage Description 1 222.50' 160 cf 2.00'W x 100.00'L x 2.00'H Prismatoid 400 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 11.85 hrs HW=222.53' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.01 cfs @ 12.60 hrs HW=224.50' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.01 cfs @ 0.1 fps) Pond 5P: Crushed Stone Trench Hyrorah ®Inflow 0.14 cfs outflow IS--Inflo - rea y �1 1 El Discarded - 1sf - Primary 0.14 - - - -- --- .-P eak Elev 224.5.0' __ 0.13 ---.-__ __..__..i-. .._._..._. ... .._._..i._ . - ---Storage=1, .0 cf 0.11 _ ,. _... 0.1- - o.0s - ---L - 0.06 cfs LL -- 0.06- ............. ---- 0.05 0.04 cfs -_ _ _._._ _ .. _-- 0.04 ...-,--- ---i- -- -- -- ...... - 0.03 0.01 0.02 r 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Inflow Area = 7,713 sf, Inflow Depth = 0.07" for 2 yr event Inflow = 0.04 cfs @ 12.60 hrs, Volume= 46 cf Outflow = 0.01 cfs @ 12.91 hrs, Volume= 46 cf, Atten= 75%, Lag= 18.6 min Discarded = 0.01 cfs @ 12.91 hrs, Volume= 46 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 222.92' @ 12.91 hrs Surf.Area= 218 sf Storage= 8 cf Plug-Flow detention time= 10.1 min calculated for 46 cf(100% of inflow) Center-of-Mass det. time= 10.2 min ( 799.4 -789.2 ) # Invert Avail.Storage Storage Description 1 222.90' 962 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 627 36 36 224.00 1,224 926 962 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.80' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 12.91 hrs HW=222.92' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=222.90' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_ Postclevelopment Type /11 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCAD@ 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Hydrograph Inflow El Inflow 0.0 Cfs outflow 0 Discarded 's 0 Discarded 0 Primary -I-hflow Area=7171-3 s. El Primary 0.045 Pdak E16V-222.91 -T- -T -Stor,6ge,=8 j'Gf-I 0.035- 0.03' 0.025' 0 LL 0.02' n 0.015- F6.61 Cfs 0.01 & ROW& W n0lo Cfs 0 .. .. . . . . . ... ... ...... . . . .. . ...... .. . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type/1/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 7P: Crushed Stone Trench Inflow Area = 10,977 sf, Inflow Depth = 0.57" for 2 yr event Inflow = 0.15 cfs @ 12.11 hrs, Volume= 525 cf Outflow = 0.22 cfs @ 12.20 hrs, Volume= 445 cf, Atten= 0%, Lag= 5.4 min Discarded = 0.01 cfs @ 11.85 hrs, Volume= 165 cf Primary = 0.21 cfs @ 12.20 hrs, Volume= 280 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.50' @ 12.20 hrs Surf.Area= 100 sf Storage= 80 cf Plug-Flow detention time= 65.5 min calculated for 444 cf(85% of inflow) Center-of-Mass det. time= 21.3 min ( 860.9 - 839.6 ) # Invert Avail.Storage Storage Description 1 221.75' 80 cf 2.00'W x 50.00'L x 2.00'H Prismatoid 200 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00' x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 11.85 hrs HW=221.79' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.06 cfs @ 12.20 hrs HW=224.50' (Free Discharge) 't-2=Orifice/Grate (Weir Controls 0.06 cfs @ 0.1 fps) Pond 7P: Crushed Stone Trench Hydrograph I I II I I. I i I I I I Inflow ®Discarded 0.22 cfs- Inflow rda=10, 77 __. .._..L_ - - ry 0.24 � I I I I � l I � I 0.21cfs ' 0.22 - elk- Ie24.50 .... S g 0.2 ---I-- - cfs - -- torn a 80 ;cf --- - ---------I 0.1s- -- --- - I I I I w 0.14 u 0.12 o lL _ _ --_ _._.. -- __ _ ___ _-_. .- 0.1 r i i 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 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 23 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Inflow Area = 10,977 sf, Inflow Depth = 0.31" for 2 yr event Inflow = 0.21 cfs @ 12.20 hrs, Volume= 280 cf Outflow = 0.04 cfs @ 12.54 hrs, Volume= 280 cf, Atten= 80%, Lag= 20.1 min Discarded = 0.04 cfs @ 12.54 hrs, Volume= 280 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.01' @ 12.54 hrs Surf.Area= 851 sf Storage= 61 cf Plug-Flow detention time= 16.2 min calculated for 279 cf(100% of inflow) Center-of-Mass det. time= 16.1 min ( 821.8 - 805.7 ) # Invert Avail.Storage Storage Description 1 222.90' 1,079 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 846 47 47 224.00 1,217 1,032 1,079 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.90' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.04 cfs @ 12.54 hrs HW=223.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=222.90' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Hydrograph 0.21 cfs _ :MDiscarded Inflow __._.--i...- r---- __.._. .... Outflow _ __ __ IofL rea=1 - 77 80.24- Primary 0.22. .. ._;......... Peak Eiev=223.01. ... 0.2 ra e= 1 i f- 0.18 'N 0.16 ----� �, 0.14 0.12` 0 0.1- a 0.08- 0.04 cfs 0.06 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type/1/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 9P: Crushed Stone Trench Inflow Area = 4,270 sf, Inflow Depth = 0.66" for 2 yr event Inflow = 0.07 cfs @ 12.11 hrs, Volume= 234 cf Outflow = 0.10 cfs @ 12.15 hrs, Volume= 202 cf, Atten= 0%, Lag= 2.6 min Discarded = 0.00 cfs @ 11.90 hrs, Volume= 66 cf Primary = 0.10 cfs @ 12.15 hrs, Volume= 136 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224,50' @ 12.15 hrs Surf.Area= 40 sf Storage= 32 cf Plug-Flow detention time= 59.1 min calculated for 202 cf(86% of inflow) Center-of-Mass det. time= 18.0 min ( 851.8 - 833.8 ) # Invert Avail.Storage Storage Description 1 206.00' 32 cf 2.00'W x 20.00'L x 2.00'H Prismatoid 80 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.00 cfs @ 11.90 hrs HW=206.27' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 12.15 hrs HW=224.50' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.00 cfs @ 0.1 fps) Pond 9P: Crushed Stone Trench Hydro graph El Inflow i e - S outflow -- , 0.10 cfs Il'��b -� a,� ' 0 Discarded 0.115_ .. .I........ ...._.... .. Ir =4'2`/ 0. f Primary 0.11 0.10 cfs --Peak - 0.105 _ lev=2 . . 0'.._ _ - 0.1_ I 0.095 cfs a7 =3 2 C+f 0.09 --- --- - tolcage 0.085 -------- - ---._i_ „ ......... .... ...... 0.08 0.075 -'- _ ___ -.._ _...._ . w0065 ----r-------r- ---r-- r---,-- -- ---r--- 0.06 __. _....... ..................... 0.055 o - --- -- - a 0.05= � � i v i � i. 0.045= _-_... - .......... ......... ...__.. 0.04 0.035 i --- - 0.03 0.025 _.. 0.0291M �a 0.015 0. 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/1/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 26 HydmCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 10P: Bioretention Inflow Area = 4,270 sf, Inflow Depth = 0.38" for 2 yr event Inflow = 0.10 cfs @ 12.15 hrs, Volume= 136 cf Outflow = 0.02 cfs @ 12.59 hrs, Volume= 136 cf, Atten= 85%, Lag= 26.1 min Discarded = 0.02 cfs @ 12.59 hrs, Volume= 136 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 207.07' @ 12.59 hrs Surf.Area= 314 sf Storage= 37 cf Plug-Flow detention time= 19.7 min calculated for 135 cf(100% of inflow) Center-of-Mass det. time= 19.7 min ( 821.6 - 801.9 ) # Invert Avail.Storage Storage Description 1 207.00' 497 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 207.00 282 0 0 208.00 711 497 497 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 207.90' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 iscarded OutFlow Max=0.02 cfs @ 12.59 hrs HW=207.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=207.00' (Free Discharge) 't-2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_ Postclevelopment Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCAD@ 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 10P: Bioretention Hydrograph ....... 0.10 cfs 0 Inflow 0 Oufflow M Di,carded -Inflow-Arow:4-270-SU [3 Primary 0.11 0.105- - P 0.1: J- 0.095 0.09.. rage=37-d 0.085 0.08- 0.075� 0.07 .......... 0.663 1 1 j I j0.06 ........... O. -, 55 01 ............ LL 05 ............ 0.645 ........ 0. .. 0 6,03 0,03' . ........ 002 (-f.-; 0.025 0.02., 0.015:r'- �'- 0.00 cfs yM, 0 5 6 7 8 *'1'2. . . .. .. ... . . . . . .. ..... ..13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1L: Total Offsite - Lot 1 Inflow Area = 19,756 sf, Inflow Depth = 0.20" 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 1 L: Total Offsite - Lot 1 Hydrograph I I I I I I I I I I I I I I I I I I I I I _ -- ... _ _ I i I �Inflow n �I rf ' - i �...® I Primary - Inflow _ 0.065 0.06"GfS I I I 0.06 — I -- - — -- - ----1- °. 0.055- 0.05 I I I I I I 0.045 w 0.04 o - - - -- M0.03 t._._......i..... -._I'_.._... i .. - L_.. ....i.._ I I i I I I I I I I I I I 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/1/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 2L: Total Offsite - Lot 1 B Inflow Area = 27,853 sf, Inflow Depth = 0.20" 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 Hydrograph 0.095 - InnA rf - --0.09 0.09 cfs - l;nflo - rya-27 3 sf 0.085 0.08 0.075 ,, 0.07 0.065 .ems. r----r �--.._....,.....---i---- ,... 0.06 T w 0.055 0.05. IT T 0 0.045 " 0.04= --;--- _� ----�- - -. 0.035 0.03 ___--!._.. ---._.i.. -r--_.1_. ._---i._...__l__._- t .._..._ 0.025 �,. 0.02 a. 0.015 0.01; 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopent Type/1/ 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 3L: Total Offsite - Lot 2A Inflow Area = 17,278 sf, Inflow Depth = 0.24" 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 2 Hydro graph 7 0.I (� f' f r �C�® � 'li..._._. Primary 0.07 .0 07 cfs -- 0.065- 0.06 0.055 .' 0.05• - i 0.045 0.04 :. w - ....i......... - _...i..._.... 0 0 0.035- 0.03 ............ ..a._. ............ _ .._........... .......__. _......,_........._ _._._ 0.025 0.02 0.015 , 0.01 �.a 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 02 Inflow � Primary 0.26 0.25 cfs Inflow rea— _.., f._. 0.24 r I i ! �;'� ! 0.22- _.._..I...... .... .. r-. -.. . ...... ...I0.18 ..._... I I y0.16 0.14 0 � i �� ti 0.12 r.__._. ..._.......... 0.08 0.04 - --- --- I 0.02 14 1 1=-*1 . . . . . . . .. .. . . . . 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 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 32 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 1 S_D: Flow to Driveway Runoff Area=7,713 sf Runoff Depth=1.66" Tc=6.0 min CN=69 Runoff=0.36 cfs 1,070 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: Flow to Driveway Runoff Area=10,977 sf Runoff Depth=1.45" Tc=6.0 min CN=66 Runoff=0.44 cfs 1,330 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: Driveway Runoff Area=4,270 sf Runoff Depth=1.59" Tc=6.0 min CN=68 Runoff=0.19 cfs 567 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=0.74' Storage=195 cf Inflow=0.19 cfs 626 cf Outflow=0.03 cfs 625 cf Pond 2P: Infiltration Field -Lot 1 B Peak Elev=0.74' Storage=195 cf Inflow=0.19 cfs 626 cf Outflow=0.03 cfs 625 cf Pond 3P: Infiltration Field - Lot 2A Peak Elev=0.74' Storage=195 cf Inflow=0.19 cfs 626 cf Outflow=0.03 cfs 625 cf Pond 4P: Infiltration Field - Lot 2B Peak Elev=0.74' Storage=195 cf Inflow=0.19 cfs 626 cf Outflow=0.03 cfs 625 cf Mill Street_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 33 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 5P: Crushed Stone Trench Peak Elev=224.51' Storage=160 cf Inflow=0.36 cfs 1,070 cf Discarded=0.01 cfs 368 cf Primary=0.51 cfs 561 cf Outflow=0.52 cfs 929 cf Pond 6P: Bioretention Peak Elev=223.25' Storage=270 cf Inflow=0.51 cfs 561 cf Discarded=0.04 cfs 561 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 561 cf Pond 7P: Crushed Stone Trench Peak EIev=224.50' Storage=80 cf Inflow=0.44 cfs 1,330 cf Discarded=0.01 cfs 183 cf Primary=0.42 cfs 1,066 cf Outflow=0.43 cfs 1,250 cf Pond 8P: Bioretention Peak EIev=223.40' Storage=463 cf Inflow=0.42 cfs 1,066 cf Discarded=0.05 cfs 1,064 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 1,064 cf Pond 9P: Crushed Stone Trench Peak EIev=224.50' Storage=32 cf Inflow=0.19 cfs 567 cf Discarded=0.00 cfs 74 cf Primary=0.23 cfs 461 cf Outflow=0.23 cfs 535 cf Pond 10P: Bioretention Peak EIev=207.41' Storage=202 cf Inflow=0.23 cfs 461 cf Discarded=0.02 cfs 460 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 460 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 1 B 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 = 11,437 cf Average Runoff Depth = 1.46" Mill Street_ ostclevelopment Type 1/l 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 34 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 yaroranh -- -- - - — -- -- -1- -- - -- � Runoff 0.2 - 0.19 cfs _.. 0.19e l _ . - 0.18_ T pe Ill ! r_ 0.17 ®® - --' 1111 ally 0.1 6 0.14 I.. _._.. ..,.. I .- 0.13:" - --- w 0.12- _ U11Off_. _- f..: 3 0.1- _f 0.09 0.08 0.07_ - 0.06 0.05 ----- --- .__. - ........ - - 0.04 0.01- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 35 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 1S_D: Flow to Driveway Runoff = 0.36 cfs @ 12.10 hrs, Volume= 1,070 cf, Depth= 1.66" 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 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) 6.0 Direct Entry, Subcatchment 1S_D: Flow to Driveway Hydrograph 0.36 cfs 0.36 - Type J11-2, ..®h 0.34 j _._.i._........._._..- 0.32 --r-- -- -_- _ __-; _ --Rainfall-4:80" 03- - f 0.28 _ un® f Area=7,71. sf 0.26 ". 0.24 ____- - - utloff o1;umeY =1,07Q cf - 0.22Runoff ". -- - : a fi 166 o 02 -. - - - 11 0.16 ,_.. L....... _..il... _ __. r 6. -- =; 9 0.12 _ --- r --- -----._......... ---� - ---._,.--------�- - r 0.08 __ __...._r...._...... r .............. - 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_ ostclevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 36 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 2 : 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 IT 0.34 0.31 cfsTh 0.32 - ---, - _.. 10 0.3- - - -- -.i _._i... --'-- - -- - I o.zs I'llainfall �8U'� - -_ 0.26 ` 0.24 unof re 1 ,r sf 0.22 u n of ' olume= 1- - cf- 9, 0.18_ uln - - 1 . 1•• 3 0 0.16- -�-- ti --- --� TCin .. LL _ _;5J- i 0.12 N- 0.08 0.06 i - I i � I � I • � I � I I I _.0.04 0.02 - r � 0 5 6 7 8 9 10 11 12 13 14 15 16 T 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 37 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 I - �$Runoff 0.19 _ o.1s �__ -- - 11124-hrs r 017 :. Rainfa 1=.... r-- .� .. --i - .�.... -- r 0.16 4�. - 0.15 - 0.14 _. _.__ R_Un Off.A _ea.-1 .7.7ZS.�..._ n l� -- f-_ ff a a 0.1 _ _._. a 0.09 -- - 1 111 .. 0.08 0.07 0.06 ... - -.._... i... . - :.. 0.054' OM 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_Postclevelopment Type l// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 38 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 3S_D: Flow to Driveway Runoff = 0.44 cfs @ 12.10 hrs, Volume= 1,330 cf, Depth= 1.45" 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) 6.0 Direct Entry, Subcatchment 3S_D: Flow to Driveway Hydrograph 0.48 - - ---- _ -- --- ..- ... .__ C Runoff t -- 0.44 cfs - 1' 11 r 1 ' 1 r 0.42 [n 0.4 - - fall - 0.36 off ._ 0.34- -. ";` Rd n ff- re .�- g' ../y _ ..... 0.3 N n of oT a-- :: Cf-- - - . r- ,. - r r� 0.2s _ ... - 0.26 _.. _ i Runoff-. -® 5-- . 3 0.24 -- _ _.. -- _._ ...! -- ri ... 0.22 -- --- ,_... .._... ----i-- - .. -- .._.._-,_.... -- --+- --C= -min 02 0.18 -- 0.1 -- - ......... --- 0.08- ___.. ,,. , ____.i- _.__.__. ............ .__..__.- r. ........ ....------ 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_Postclevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 39 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydro rape . ....... 0.44 cfs 0.46 -- 04 0.38 Rainfall .60" 0.36 _ 0.34 __ _. ...... ... Runoff Area-16,P76 sf 1 1 0.32 - _ .._.... r ---I --r r- ----i-- - - 0.3 - -- - --' l>Inof ;V lu�ne=1, �.. .cf- 0.2a - _.... , --- ' Runoff epth=1 01 r® 0.26 3 0.24 ...... 10 0.22 i C®6:Cd niin 0.2 QN®, 0.16 ,: --- --- 0.14 0.1 s _ 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_Postdevelop ent Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 40 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Runoff 0.18 - _.. -- - '. r,1 r _ 0.17 0.16 _. .. 0.15 0.14z __... 0.13- - — ---i -- ff�. N 0.12 -� -� -Ruh.. -�-� o - l -1 _ 0.11 - - - --. _ 0 0.1 , . _Run-off DO tt 4.24.' 0.09 ._ ........ - .i.. .._. ...._-i ....._r. ..i-_. -.. -_.r ---.i- _r- -_._. _.... -..... 0.07_, - - IN 0.06 �..._ - - -' _�.. 0.05- --� -- ----' -...--'-- -� ---- ----'._. --L- --- ... ----'---- 0.04 0.02 0.01 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 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 5S_D: Driveway Runoff = 0.19 cfs @ 12.10 hrs, Volume= 567 cf, Depth= 1.59" 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) 6.0 Direct Entry, Subcatchment 5S_D: Driveway Hydrograph 0.21 ;..__ ...,--__.,...-_-__i -..___I_..._.-_,_.._ ......i 0.2 0.19 - -- - , -- - - ye Ill =hr 1_ r- 0.18 - ___ I" 0.17 __i ! - -- - .! __�._ ��... - Rprnfai1-r,4 80 RunoffO"Ar- a=4 27 - 0.13 " -.__.._-,._..._.-_--____._-__.. ._--- ._._.._ u-nO ; lime=5 _7..iC _. y 0.12- 0 00.E L � _- nth 1® ,. . IL 0.09 c®6 0 min 0.07 0.06 C"N" = 0.05 -'--- ---'..._. !..._....... �- --- 0.04 _.. ._.__L_- _.J_ t__..._._.. i.... 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 42 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 6S: Remaining Area Runoff = 0.34 cfs @ 12A 1 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 Hydro graph -'— _ ., Fil 0.36 Runoff 0.34 cfs - 0.34- .I'.� _. -h 10 0.32. r r _ - a1n - 0.3 " 0.28. 0.26- Cl rea , S - _ -, 0.24 _.._.. f '; lime='i;', o . 3 0.18- - c= o min . 0.14` ---- "'' -- -- -- --- =' - 0.12 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_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 43 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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- .......... Runoff 0.19 0.16 ;. . yp- ...111.2 -hr,1 ..yr- 0.16 infaU=4.8O" 0.15 -- 0.14 - ` = 2 f 0.12- --- 0.1 _. __ _,.: f :: a - :. 4.":: __ 0.08 1-c=6 0-min 0.07 _ __ 0.06 - - ..... 0.05 -i 0.04 0.02 0.01- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 44 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 8 : 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 yaroraph I , .......... __ -- - 0.85 (+ I I I I � I I �RunOff 0.Q�0 cfs 0.8 I Type HI 24-hr 10 yr . 0.75 i .- -- Rain_fa_ l -4 80-- 0.65 - -I - ---- Runoff- I're 2- ,- - -s -- 06 -- - - 0.55 - ;-. _III _ " o ;... .ol,ue.... 4;..c - w 0 5 - _ Runoffe' =1 m3 f./0 I I _� I I ° V LL 0.4 ;- & 1 �.n- 0.35 I 0.25 ;^ 0.2- 0.15 .........._ I I I I I I I I I I I 0.1- I i I ._..I I I I I i I 0.05-- 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 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 45 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 1P: Infiltration Field - Lot 1A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.03 cfs @ 11.65 hrs, Volume= 625 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.65 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.74' @ 12.61 hrs Surf.Area= 453 sf Storage= 195 cf Plug-Flow detention time= 49.5 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 49.1 min ( 784A -735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.001 x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.65 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 1 P: Infiltration Field - Lot 1A Hydrocgra h _.... L.. Discarded 0.19 cfs -- 0.19 0.18 _..-._._1.__._.1-_-_ _ 1..._.__.1.....-_-_ 0.17 - - _I_....._.. -Peak - - 0.16 _- 0.15 -, t- rage®1 95 cf 0.14 _i... - <" _... . _...... i.. 0.13 1... ..... _...- _... ..._......1.. „ .__.. w 0.12 0.11 3 0.1 a: 0.09 0.07 0.06 ;.... ..._, ._... 0.05 0.04 -_ 0.03 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 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 46 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 2P: Infiltration Field - Lot 1 Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.03 cfs @ 11.65 hrs, Volume= 625 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.65 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.74' @ 12.61 hrs Surf.Area= 453 sf Storage= 195 cf Plug-Flow detention time= 49.5 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 49.1 min ( 784.4 - 735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded = 458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.65 hrs HW=0.02' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 2P: Infiltration Field - Lot 1 Hydrograph -- _ 0.19 cfs _-. M Inflow ,... , ..... ,_ ,._ _ � � ,_. ...._ E3 Discarded 02� 0.191 (ow Area= �+/y �+ 0.18 - -'- -- ---..1 -- ---. 0.17 Pea Elev=0:74� __ _ sc a 0.15 - _. ....... i._ ®. .I f.__.. 0.14 - 0.13 N 0.12 01 EL 0.09 a 0.06 ... ........_.,__. ..._._.__. ......_.,..._.... 0.05 0.04 -; --- 0.03 cfs F-- -- - 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_ ostdevelopment Type 11124-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 1/25/2018 Pond 3P: Infiltration Field - Lot 2A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.03 cfs @ 11.65 hrs, Volume= 625 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.65 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.74' @ 12.61 hrs Surf.Area=453 sf Storage= 195 cf Plug-Flow detention time= 49.5 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 49.1 min ( 784.4 -735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside #1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.65 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 313: Infiltration Field - Lot 2A Hydrogra h : _ .. __. L. 0.19 CfS I._. Disoarded 0.19 - of w_ r a-l1, S0.18 0.161 _ . 0.15 __. Storage= 0.14 -._..r i _...r. ..._ _....... 0.13 w 0.12 01 a 0.09 0.07 0.06 0.05 - 0.04 1 0.03 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_ ostdevelopent Type 111 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 1/25/2018 Pond 4 : Infiltration Field - Lot 2 Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 626 cf Outflow = 0.03 cfs @ 11.65 hrs, Volume= 625 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.65 hrs, Volume= 625 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.74' @ 12.61 hrs Surf.Area= 453 sf Storage= 195 cf Plug-Flow detention time= 49.5 min calculated for 625 cf(100% of inflow) Center-of-Mass det. time= 49.1 min ( 784.4 - 735.4 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded = 458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.65 hrs HW=0.02' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 4P: Infiltration Field - Lot 2 Hydro graph 0.2 ®Discarded 0.19 r®' _ q . 0.18 �� !- - 0.17(: "-- 0.16`_ ° 0.15_ -- _ Storage=195 cf 0.1 a_ _-I... I.__ I _.....-I .....I. ._.. ...._ - _.... ..._. 0.13 - .1.. ...._.l- _..... 0.11 3 0.1 0.08 0.07 I 0.06 0.05 -I 0.04 __ 0.03,cfs --- -- - --- .._ 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_Postdevelopent Type/1/ 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 49 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 5P: Crushed Stone Trench Inflow Area = 7,713 sf, Inflow Depth = 1.66" for 10 yr event Inflow = 0.36 cfs @ 12.10 hrs, Volume= 1,070 cf Outflow = 0.52 cfs @ 12.10 hrs, Volume= 929 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.01 cfs @ 11.35 hrs, Volume= 368 cf Primary = 0.51 cfs @ 12.10 hrs, Volume= 561 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.51' @ 12.10 hrs Surf.Area= 200 sf Storage= 160 cf Plug-Flow detention time= 63.0 min calculated for 926 cf(87% of inflow) Center-of-Mass det. time= 23.5 min ( 834.7 -811.2 ) # Invert Avail.Storage Storage Description 1 222.50' 160 cf 2.00'W x 100.00'L x 2.00'H Prismatoid 400 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 11.35 hrs HW=222.52' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.25 cfs @ 12.10 hrs HW=224.51' (Free Discharge) '�--2=Orifice/Grate (Weir Controls 0.25 cfs @ 0.2 fps) Pond 5P: Crushed Stone Trench Hydrograph _.. .. _._._.:__....... ..... - .. -- Inflow fl`1f IOW'Are ' Outflow -- - -- ®Discarded 0.52 cfs ea 7 713 sf �C Primary 0.55 Peak E - 0.51 cfs lev;22:4.5',1' 0.5 r 1- .._I__.._._-__-I- ... I r ....._..... F ._... 0.45-. - ..._...... _. 0 cfs .-i--- . ..'....._... _ Or a=16 d -- -... - IF, - .. 0.35- .-- 0.3 o -' -- ' - - ... ---. --- a 0.25 i r,. Fl . 0.05 e 0 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdeveloment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 50 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Inflow Area = 7,713 sf, Inflow Depth = 0.87" for 10 yr event Inflow = 0.51 cfs @ 12.10 hrs, Volume= 561 cf Outflow = 0.04 cfs @ 12.75 hrs, Volume= 561 cf, Atten= 92%, Lag= 38.8 min Discarded = 0.04 cfs @ 12.75 hrs, Volume= 561 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.25' @ 12.75 hrs Surf.Area= 778 sf Storage= 270 cf Plug-Flow detention time= 77.7 min calculated for 559 cf(100% of inflow) Center-of-Mass det. time= 77.5 min ( 852.2 - 774.8 ) # Invert Avail.Storage Storage Description 1 222.90' 962 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 627 36 36 224.00 1,224 926 962 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.80' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.04 cfs @ 12.75 hrs HW=223.25' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=222.90' (Free Discharge) 't--2=Orifice/Grate ( Controls 0.00 cfs) Mill Street Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared b�-Sunivan Engineering Group, LLC Page 51 HydroCAD@ 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Hydrograph ............ ........... E3 Inflow r 0.51 cfs El Outflow IM DiscardedInflowrAroa#7,713 Sf [I Primary L L- 0.55-- f lev=' 223.25. Peak....E -Sto rage®270 id - 0.45- 0.4 0.35- ....... ............ 0.3- 0 0.25-: .. .......... . .... ..... 0.1 0.1 0.00 cfs W 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 52 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 7 : Crushed Stone Trench Inflow Area = 10,977 sf, Inflow Depth = 1.45" for 10 yr event Inflow = 0.44 cfs @ 12.10 hrs, Volume= 1,330 cf Outflow = 0.43 cfs @ 12.05 hrs, Volume= 1,250 cf, Atten= 3%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.15 hrs, Volume= 183 cf Primary = 0.42 cfs @ 12.05 hrs, Volume= 1,066 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.50' @ 12.05 hrs Surf.Area= 100 sf Storage= 80 cf Plug-Flow detention time= 27.9 min calculated for 1,250 cf(94% of inflow) Center-of-Mass det. time= 7.1 min ( 824.4 - 817.3 ) # Invert Avail.Storage Storage Description 1 221.75' 80 cf 2.00'W x 50.00'L x 2.00'H Prismatoid 200 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 11.15 hrs HW=221.78' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.16 cfs @ 12.05 hrs HW=224.50' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.16 cfs @ 0.2 fps) Pond 7P: Crushed Stone Trench Hydro graph -- 0.43 cfs Anflow. Area-10,977_s -- Prmarded 0.45 �S -- 0.42 cfs ---I -_. .e. -E.feV.=2.24��Q°_-. , 0.35 d 0.3 U I t I I I I i f I I I I 0.25 _ 0 0.2 0.15 ---- , ;----�--- `'' � �- -- 0.05 0.01 a 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 53 HydmCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Inflow Area = 10,977 sf, Inflow Depth = 1.17" for 10 yr event Inflow = 0.42 cfs @ 12.05 hrs, Volume= 1,066 cf Outflow = 0.05 cfs @ 13.00 hrs, Volume= 1,064 cf, Atten= 88%, Lag= 56.8 min Discarded = 0.05 cfs @ 13.00 hrs, Volume= 1,064 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.40' @ 13.00 hrs Surf.Area= 996 sf Storage= 463 cf Plug-Flow detention time= 100.0 min calculated for 1,060 cf(99% of inflow) Center-of-Mass det. time= 98.8 min ( 905.5 - 806.6 ) # Invert Avail.Storage Storage Description 1 222,90' 1,079 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 846 47 47 224.00 1,217 1,032 1,079 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.90' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.05 cfs @ 13.00 hrs HW=223.40' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=222.90' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_ Postclevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 54 HVdroCAD(@ 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Hydrograph ...... .. .. ........ El Inflow 0.42 cfs 71 Outflow ES Discarded -Inflow-Are Prima -a=10-977 tf 0 Primary 0.45 4 'Peak-Elev--223-.40 ffa 0.4- �toragle=463 0.35 0.25- 5: 0.2-' OA5- 0.1 0.05 cfs LO:9 0 0 WIS 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type/1/ 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 55 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 9P: Crushed Stone Trench Inflow Area = 4,270 sf, Inflow Depth = 1.59" for 10 yr event Inflow = 0.19 cfs @ 12.10 hrs, Volume= 567 cf Outflow = 0.23 cfs @ 12.10 hrs, Volume= 535 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.00 cfs @ 11.15 hrs, Volume= 74 cf Primary = 0.23 cfs @ 12.10 hrs, Volume= 461 cf Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.50' @ 12.10 hrs Surf.Area= 40 sf Storage= 32 cf Plug-Flow detention time= 26.8 min calculated for 535 cf(94% of inflow) Center-of-Mass det. time= 7.2 min ( 820.4 -813.2 ) # Invert Avail.Storage Storage Description 1 206.00' 32 cf 2.00'W x 20.00'L x 2.00'H Prismatoid 80 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00' x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.00 cfs @ 11.15 hrs HW=206.19' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 12.10 hrs HW=224.50' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.01 cfs @ 0.1 fps) Pond 9P: Crushed Stone Trench Hydrograph I El Inflow -- - L0OrL"mT.0rwd - 0.23 CfS �11f�O .. r' _ q._ _ _- cedea 4,27 Sf a_._... _... :........._i_.. .._... Primary 0.24_ 0.23 cfs cfs _Pe ak Elev 0.22 F - tore-3 cf 0.18 a „ 3 012 o 0.1_ ' 0.06 - - 0.04 0.00 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type/1/ 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 56 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 10P: Bioretention Inflow Area = 4,270 sf, Inflow Depth = 1.30" for 10 yr event Inflow = 0.23 cfs @ 12.10 hrs, Volume= 461 cf Outflow = 0.02 cfs @ 12.90 hrs, Volume= 460 cf, Atten= 90%, Lag= 48.1 min Discarded = 0.02 cfs @ 12.90 hrs, Volume= 460 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 207.41' @ 12.90 hrs Surf.Area= 457 sf Storage= 202 cf Plug-Flow detention time= 99.2 min calculated for 460 cf(100% of inflow) Center-of-Mass det. time= 98.4 min ( 901.9 - 803.5 ) # Invert Avail.Storage Storage Description 1 207.00' 497 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 207.00 282 0 0 208.00 711 497 497 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 207.90' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.02 cfs @ 12.90 hrs HW=207.41' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=207.00' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 57 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 10P: Bioretention Hydrevgraph 0. ®Inflow 23 cfs _..._ 0 Outflow ' �t1f�bW� �. q Discarded ea= ,270 Sf fl Primary 41 0.24 0.22 i= / u Peak I 0.2 - tra a=2', -. , 0.18 0.16w ° 0.14`. 0 0 12 u - ........ .,..._.... r 0.1 r 0.08- _.. i ...._._ _ _..-....... .._._...r... 0.06 0.02 cfs 0.04 , x 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 58 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1L: Total Offsite - Lot 1A Inflow Area = 19,756 sf, Inflow Depth = 0.61" 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, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offsite - Lot 1A nydrograpn Inflow - _ r - ---� n '41 0.34 e --- --- -- - 0.31 cfs -- -- -- - - 0.32 0.3 e 0 28 , 0.26 ` 0.24 � 0.22 1 . 0.2 0.18 o 0.16 �_. - u. _- _... _L.-_-- __._ _ _....i._....... _._._r 0.12_ 0.08 0.06 0.04 0.02 f 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 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 59 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 2L: Total Offsite - Lot 1 Inflow Area = 27,853 sf, Inflow Depth = 0.61" 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 ---_. __ i. - .. i - 0.48 n as r-f - 0.44 cfs Lnflw Intl - 0.46 ...... .I,...__... .. ........ - . - - - -- rea 27��►� =sf 0.44 h - .... - 0.42 _. 0.4 0.36 - ..... ... 1 j - 0.320.3 0.28 u 0.26 3 _... r.. 0.24 ° 0.22 -- - -- .. _i. .... 0.2 -. ..,. _....i. ..... ............... . 0.18" _....! _.... 0.16. i 0.140.1 0.12 y.� 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—Postclevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LILC Page 60 HydroCADO 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 3L: Total Offsite - Lot 2A Inflow Area = 17,278 sf, Inflow Depth = 0.76" 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 Inflow ............... ................... 0.36 ....... 34 clf� Inflo - Primary w Area=1 7 278 $f 0.34 0.32- 0.28- 0.26' 0.24_ j. . ......... 0.22- 0.2 0 0.18- 0.14: ............ a17: 0.06 : -I- I 0.04= 0.02:1 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 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 61 HydmCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 L: Total Offsite - Lot 2B Hydrograph . R Cn 0 $ 00 . f sr '__f O y I PInrti l Area=22,208 Sfi 0.75 0.65_ 16 0.6_ __._.... .. - _ __.__........__ -_-- 0.55 0.5 0.45 io - 04 _.......1... ___ .... ...._.. ............. 0.3 0.25 0.2 0.15 0.1 0.05 f 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 62 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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: Flow to Driveway Runoff Area=7,713 sf Runoff Depth=2.51" Tc=6.0 min CN=69 Runoff=0.55 cfs 1,612 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: Flow to Driveway Runoff Area=10,977 sf Runoff Depth=2.25" Tc=6.0 min CN=66 Runoff=0.70 cfs 2,055 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: Driveway Runoff Area=4,270 sf Runoff Depth=2.42" Tc=6.0 min CN=68 Runoff=0.29 cfs 861 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 I Peak Elev=0.93' Storage=270 cf Inflow=0.23 cfs 787 cf Outflow=0.03 cfs 787 cf Pond 2P: Infiltration Field - Lot 1 B Peak Elev=0.93' Storage=270 cf Inflow=0.23 cfs 787 cf Outflow=0.03 cfs 787 cf Pond 3P: Infiltration Field - Lot 2A Peak Elev=0.93' Storage=270 cf Inflow=0.23 cfs 787 cf Outflow=0.03 cfs 787 cf Pond 4P: Infiltration Field - Lot 2B Peak Elev=0.93' Storage=270 cf Inflow=0.23 cfs 787 cf Outflow=0.03 cfs 787 cf Mill Street_ ostclevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 63 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 5P: Crushed Stone Trench Peak Elev=224.51' Storage=160 cf Inflow=0.55 cfs 1,612 cf Discarded=0.01 cfs 398 cf Primary=0.67 cfs 1,054 cf Outflow=0.68 cfs 1,453 cf Pond 6P: Bioretention Peak Elev=223.58' Storage=569 cf Inflow=0.67 cfs 1,054 cf Discarded=0.05 cfs 1,054 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 1,054 cf Pond 7P: Crushed Stone Trench Peak Elev=224.51' Storage=80 cf Inflow=0.70 cfs 2,055 cf Discarded=0.01 cfs 199 cf Primary=0.65 cfs 1,775 cf Outflow=0.66 cfs 1,975 cf Pond 8P: Bioretention Peak Elev=223.82' Storage=892 cf Inflow=0.65 cfs 1,775 cf Discarded=0.06 cfs 1,568 cf Primary=0.00 cfs 0 cf Outflow=0.06 cfs 1,568 cf Pond 9P: Crushed Stone Trench Peak EIev=224.50' Storage=32 cf Inflow=0.29 cfs 861 cf Discarded=0.00 cfs 80 cf Primary=0.29 cfs 749 cf Outflow=0.30 cfs 830 cf Pond 10P: Bioretention Peak EIev=207.73' Storage=361 cf Inflow=0.29 cfs 749 cf Discarded=0.03 cfs 710 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 710 cf Link 1L: 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 = 17,366 cf Average Runoff Depth = 2.21" Mill Street_Postclevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 64 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 1Roof Area - Lot 1A Hydr ograph 0.26 _ - ........ _- .__........ -._ - ......... _ 0.25 0.23 cfs 0.23z 1 r25 v r-111 _ 0.22 0.2 0.18 Runoff Area=1 772 �sf 017- ....... . ; 0.15` - n _ I - =7 7 , f -- Runoff- 0.113- n - -.-' -i- r 0.1 . _, ..T.c=6a0 mild 0.09 --. - 0.08 8 _. 0.07 0.05 - ---r-- ---�r---�....._-�r- �, ------,- ------- ----f----,- ...... �--- 0.04 0.03 -, - 0.02 _ - _._...i..._.....-.. _.. 0.01 0 a s t . , • H . 9 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 65 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 1S_ : Flow to Driveway Runoff = 0.55 cfs @ 12.10 hrs, Volume= 1,612 cf, Depth= 2.51" 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 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) 6.0 Direct Entry, Subcatchment 1S_D: Flow to Driveway Hydro graph _...... i _...it _ i_.. ....__ _ r _.... _. ........ i __... . ._..... 0.6- Runoff 0.55 cfs --- -I- - -- -- 0.55 __Type;.11t_ _-h r 0.5 1 ai nfal =_6. - " - - uno# - - re = 13�_s 0.45 .__._. _............ ._--__ .. .........L._ .-- -._ �' 0.4 r;>l off'�,- l;u a=_ ..,. ',- f..._ 0.35 o - i _ Runoff a -25 m® 3 0.3 Tc ,ice 0.25 0.2 0.15 0.1 0.05 0 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 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 2 : 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 Hyrograph 0.6 Runoff 0.55 cfs - --1- - - 0.55 _ ..TY ., 1I... r,...--_-!_ _r 0.5- 0.45 - not t sP4351 .- unf,- I, .=1,, 7 - -. w 0.35 Toff- e - -r - - T 3 03 &O min a 0.25 -.. . 0.2 ---- _ ......... 0.15 f 0.1 :f 0.05 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 67 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 ... .. ............. Runoff 0.24: 0.23 cfs - t - r. - 0.23" - 0.22_ .. Type 1 1- - r, ' 0.21 oz - dinfwl t ,® ... 0.19 0.18 Ire -1 .: S 0.174 _ 9 16 N 0.15= - _ f r ume u 0.14 - _�_ 3 0.13 - - -R, unoffe # 33, - 0.12 LL 0.11 _ ..i..... 0.1 'n - 0.09 ; 1 0.08E O - 0.07 ' 0.06 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_Postdevelop ent Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 68 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 3S_D: Flow to Driveway Runoff = 0.70 cfs @ 12.10 hrs, Volume= 2,055 cf, Depth= 2.25" 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) 6.0 Direct Entry, Subcatchment 3S_D: Flow to Driveway Hydro graph 0.75 Runoff - 0.70 cfs -I _ 0.7 - -; 1'ype;L�I - r-25 yr 0.65 1 1 1 - - - - _ Infall ®, 0.6 -u.n._ _f . _ 'rea-= . ,; _7 '�_s -- 0.55 r __ - _ Runoff ol,u mne=- , 5- f _ Runoff e 5„ 0.45- 0.4- 0.35. c_. . 1 1 1' 0.3- i 0 2 r 0.15 0.05 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 69 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydro rap 0.85 Runoff 0.8 0.77'cfs - - --- 0.75 Type+111 20r 2. 1I r. a i nfl l 0.65 0 6 u n f rea 1 87 's _ 0.55- uno Hume=2; 52, ef- w 0.5- - 0.45 Runoff.... epth 1 .67r®._ o 04 - Tc=6�0-ni i n- I I I 0.35- I CN-;59 0.3- I 'i '� '� � I � � I � 0.25 02_ a ! 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_ ostdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 70 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 5S: Roof Area - Lot 2A Runoff = 0.23 cfs @ 12.09 hrs, Volume= 787 of, 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 To 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 __ -- - ," I I I I __I I I I_ _... I ,� I I D Runoff 0.25 23 cfs 0 0.24- . _ I I I I 0.23= r I -OU_ - _ I r r 0.22" I I I I I 0.21 ---I -- _ ,® ... 0.2 L..... - - _.. a1hfAf ' ' _. I I I I I I I I 0.19 . . .. . Jr.. t .....I _ 0.18, J Runoff - f - 0.17 - I 9 0.14 I - -- - -' .. I I ---I I I I I I I ®® 3 0.13 -- r -- _ -Runff e — - 0 0.12 _ IL. I I I I I I I I I I 0.11 - Te- _ OA: .0 min I I I I I I I i I I 0.09 - _ - 0.08 _ _... ®. I I I I I I I I I I I 0.07z - 0.06 _ 0.04 vp I I I I I I I I I 0.03 . ... _r , ...... 0.02 ." I I I 0.01- 0 .' . . . . . . . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 71 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 5S_D: Driveway Runoff = 0.29 cfs @ 12.10 hrs, Volume= 861 cf, Depth= 2.42" 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) 6.0 Direct Entry, Subcatchment 5S_D: Driveway Hydrograph 0.32- 0.29 cfs Runoff 0.3 -; - __ T III 4 hr' 5-; r_ 0.28 _,y ..... _ -._I_ ..... 0.26- _......... a'nfall" - .09" ... 0.22Runoff �4`rea4 270 sf _.. -- 0.2 N L1 - u - f De It - ,a 3 0.1671 0 a 0.14i- c-6 in 0.12- . . - -!_ _ 9 _GN=68- 0.08 s 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_Postclevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 72 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 0.65 a Runoff 0.59 cfs 0.6 ..._....._- - _ e 111 _ mhr 5!yr 0.55 ---- - -- -- -- -Rainfall- a "°- 0.5 un yea= ;;0 -5f 0.45 ' ® 1.3 f_ 0.4 un _ 0.35 no e' 1 .67" .. ..._.._ _ 0.3- TC= .0 rhin 0.25- =5 0.2 0.15 v, 0.1 ` i 0.05 0_5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 73 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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) ON 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 � � 0.24 0.23 cfs - -Yr e - I r; g 0.22 CI_ 0.21 0.19 - , ,. -- .18 ........ _.. Runoff re ®1. 77 _..�s.....f N 17 0.15 _.. _.... ; ..__....; _.. noff ..V61 u met=78TO:.. u 0.14 - - - 3 0.13- - r - - n f .33" - 0 0.12 _,__ 0.11 01 __ _..� in ... 0.09 - - - r -, �" 0.08 _ 0.07 r...__....i .._.. r _...;._.. ;._... -i- ... . .._.... 1 0.06 0.05. 0.04 0.03 ........., r - 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostclevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 74 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 I I I I I I I I I I I � I I i I I I I I Runoff 1.29 cfs Type 111 24-hr 25'llyr Rainfall=6.00 I _ lu n d ff_ ,re 1 I II 'I I I I I I I I I I I I I I I Runoff l; a= 1 11 c N I I I I I I I I I I Runoffepth- . " 3 I I I I I I I I I I 1 lL � &O min ® I I I I I I I I I i I I I I I ®.I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I 1 I I I f I I I I I i I I I I I I I 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 75 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 1P: Infiltration Field - Lot 1A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.03 cfs @ 11.50 hrs, Volume= 787 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.50 hrs, Volume= 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.93' @ 12.77 hrs Surf.Area= 453 sf Storage= 270 cf Plug-Flow detention time= 74.2 min calculated for 786 cf(100% of inflow) Center-of-Mass det. time= 73.8 min ( 808.0 -734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.50 hrs HW=0.02' (Free Discharge) 't--1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 1P: Infiltration Field - Lot 1A Hydrograph ®I 0.23 nflow 0.26_ �� f'-_ I ._.....' ...i. CfS... 11nfI W h ..� a® _ ;1 _ Discarded 0.24- I I I I I I I I I I .... ........... I , 0.22 ea I Elev= ._._ ..._._ ...._. -._I__ 0oa j ---III-- - _ a e-- C ...... I I I I 1 I I u 0.140 0.12- �- I I I I I I I I I I I I I I I I I I I I I LL I I I I I 1 I I I I I I I I I I it I I I Ib i 0.1 I I I I I I I I I I I 0.08 I I I _I I I I - ( I I e __ 1 I I I I I I I I r I I I I I I _. .. ............. ..... ......f ........I--_.__... 0.04 _ . _ 0.03 cfs I I Ia . 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type l/l 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 76 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 2 : Infiltration Field - Lot 1 Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.03 cfs @ 11.50 hrs, Volume= 787 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.50 hrs, Volume= 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.93' @ 12.77 hrs Surf.Area= 453 sf Storage= 270 cf Plug-Flow detention time= 74.2 min calculated for 786 cf(100% of inflow) Center-of-Mass det. time= 73.8 min (808.0 - 734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.50 hrs HW=0.02' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 2P: Infiltration Field - Lot 1 B ydrograph inflow 0.26 _ ....._._. L_.... 0,23 cfs L_._.. I_ D Barded 0.24 -0.22 _. Pdak p 0.2- ---- ge=270- cf 0.18 r 0.16- 0 0.12 0.08 0.06 0.04 0.03 cfs _....,......_. 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 77 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 3P: Infiltration Field - Lot 2A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.03 cfs @ 11.50 hrs, Volume= 787 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.50 hrs, Volume-- 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.93' @ 12.77 hrs Surf.Area= 453 sf Storage= 270 cf Plug-Flow detention time= 74.2 min calculated for 786 cf(100% of inflow) Center-of-Mass det. time= 73.8 min ( 808.0 -734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.001 Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.50 hrs HW=0.02' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 3P: Infiltration Field - Lot 2A Hydrograph 0.26 . 1I II , ��DIniflsocw 0.24 2sffA �1- 7 ar ded . I I I I t I I I _ P6ak EI v-10.93' 0.2 - 1 I I 1 I 1 I I I - - ---1 - -- -- storage=_ 0 f- 0.18 v I I 1 0.16 - --I ._. _I_.. -- .I- __I...... -- -__ .- ...... ..____I--- - ;_ _..... ...L.._..... ._.. v 0.14 I 1 I 1 I 3 0 0.12 -- - -- -I---- ...... - 1 - _.. LL _ 1 I 1 I I I I I I 1 I --I_--_ 1 I I I I I 1 I I I I I I I I I I I I I I.......... 1 .. ..:.. 0.03 cfs I 1 I I I 0.02 _,s, 1 I , 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 78 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 4P: Infiltration Field - Lot 2 Rawls Rate of 2.41 in/hr used (Loamy Sand soil) Inflow Area = 1,772 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.23 cfs @ 12.09 hrs, Volume= 787 cf Outflow = 0.03 cfs @ 11.50 hrs, Volume= 787 cf, Atten= 89%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.50 hrs, Volume= 787 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 0.93' @ 12.77 hrs Surf.Area= 453 sf Storage= 270 cf Plug-Flow detention time= 74.2 min calculated for 786 cf(100% of inflow) Center-of-Mass det. time= 73.8 min ( 808.0 - 734.2 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.50 hrs HW=0.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond : Infiltration Field - Lot 2 Hydrograph 0.23 � �Inflow® S - Discarded 0.24 1 j.. I; l A rG r�_._ _.. - sf 0.22 ®- 0.2 t r --- - -- L--- - -- = -- 0.16- -- -------- __....i - - -- --. -- .... - --'---- - - y 0.14 LL 0.08 0,04. 0.03 cfs 0.02 WW 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 79 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 5P: Crushed Stone Trench Inflow Area = 7,713 sf, Inflow Depth = 2.51" for 25 yr event Inflow = 0.55 cfs @ 12.10 hrs, Volume= 1,612 cf Outflow = 0.68 cfs @ 12.10 hrs, Volume= 1,453 cf, Atten= 0%, Lag= 0.2 min Discarded = 0.01 cfs @ 10.75 hrs, Volume= 398 cf Primary = 0.67 cfs @ 12.10 hrs, Volume= 1,054 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.51' @ 12.10 hrs Surf.Area= 200 sf Storage= 160 cf Plug-Flow detention time= 43.2 min calculated for 1,453 cf(90% of inflow) Center-of-Mass det. time= 11.1 min ( 813.1 -802.0 ) # Invert Avail.Storage Storage Description 1 222.50' 160 cf 2.00'W x 100.00'L x 2.00'H Prismatoid 400 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 10.75 hrs HW=222.52' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.39 cfs @ 12.10 hrs HW=224.51' (Free Discharge) 't-2=Orifice/Grate (Weir Controls 0.39 cfs @ 0.3 fps) Pond 5P: Crushed Stone Trench Hydro ra h Inflow Outflow - Discarded 0.68 cfs Inflbw rea�7, 11 Primary 0.75 __ 0.67 cfs cfs .I___ . e 0.7 - -lev',22'4.5;1 0.65 0.6 -" t®ra a=16 f 0.55 i..- ---- 0.5 _. - --- -- L -- L .__. .__.. - 0.45 o0.35 ;.. . _._�._ ......:....... ._... L. .._...,........ - ---F LL i I I 0.3 . ..._,... . ............ ':- 0.25 - - -- --F r - -I 0.1 0.01 cf , 0.05 ' 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 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 80 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Inflow Area = 7,713 sf, Inflow Depth = 1.64" for 25 yr event Inflow = 0.67 cfs @ 12.10 hrs, Volume= 1,054 cf Outflow = 0.05 cfs @ 13.03 hrs, Volume= 1,054 cf, Atten= 93%, Lag= 55.8 min Discarded = 0.05 cfs @ 13.03 hrs, Volume= 1,054 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.58' @ 13.03 hrs Surf.Area= 971 sf Storage= 569 cf Plug-Flow detention time= 138.3 min calculated for 1,051 cf(100% of inflow) Center-of-Mass det. time= 138.0 min ( 916.9 -779.0 ) # Invert Avail.Storage Storage Description 1 222.90' 962 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 627 36 36 224.00 1,224 926 962 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.80' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.05 cfs @ 13.03.hrs HW=223.58' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=222.90' (Free Discharge) 't-2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_ Postclevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 81 HydroCADO 7.00 s/n 001433 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Hydrograph 0.67 cfs M Inflow 0 Outflow 0 Discarded 0.75 J13 0 El Primary I .... f 0.7 lev--', 2213.681 Peak E 0.65- ag.6=569-cf .. 0.6. I 0.55- 0.45-' 0.4-- 0.35z . ...... U. 0.3: j . ........0.25 . 0.2 0.15 0.05 o.11 10,00 Cfs 'o 0+4�4 .. ...­ . " ' .' 11 11 1.111, ---------- 5 8 10....1'1" ''1'2 13 '1'4.. ..1'5 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 82 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 7P: Crushed Stone Trench Inflow Area = 10,977 sf, Inflow Depth = 2.25" for 25 yr event Inflow = 0.70 cfs @ 12.10 hrs, Volume= 2,055 cf Outflow = 0.66 cfs @ 12.09 hrs, Volume= 1,975 cf, Atten= 6%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.40 hrs, Volume= 199 cf Primary = 0.65 cfs @ 12.09 hrs, Volume= 1,775 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.51' @ 12.09 hrs Surf.Area= 100 sf Storage= 80 cf Plug-Flow detention time= 19.3 min calculated for 1,975 cf(96% of inflow) Center-of-Mass det. time= 5.0 min ( 812.5 - 807.5 ) # Invert Avail.Storage Storage Description 1 221.75' 80 cf 2.00'W x 50.00'L x 2.00'H Prismatoid 200 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00' x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 10.40 hrs HW=221.78' (Free Discharge) 't-1=Exfiitration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.30 cfs @ 12.09 hrs HW=224.51' (Free Discharge) t-2=Orifice/Grate (Weir Controls 0.30 cfs @ 0.2 fps) Pond 7 : Crushed Stone Trench Hyrdrograph M Inflow - 0.70 cfs _ 0 outflow El Discarded 0.66 cfs Inflow Area-10,977 f 0 Primary 0.75 ., eak EI_ev-22.45'l' 07 �-- �---I �- � 0 65 cfs � I 1 � , , __. 0.65 a t®rage®i cf.._ ... ..............- : .. .....r..._ -_..._........._r.._. 0.55 0.4. 0.3 0.25" -...... 0.2- 0.1-" 0.01 cf „ 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 83 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Inflow Area = 10,977 sf, Inflow Depth = 1.94" for 25 yr event Inflow = 0.65 cfs @ 12.09 hrs, Volume= 1,775 cf Outflow = 0.06 cfs @ 13.51 hrs, Volume= 1,568 cf, Atten= 91%, Lag= 85.4 min Discarded = 0.06 cfs @ 13.51 hrs, Volume= 1,568 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Bev= 223.82' @ 13.51 hrs Surf.Area= 1,150 sf Storage= 892 cf Plug-Flow detention time= 178.3 min calculated for 1,568 cf(88% of inflow) Center-of-Mass det. time= 144.5 min ( 946.7 - 802.3 ) # Invert Avail.Storage Storage Description 1 222.90' 1,079 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 846 47 47 224.00 1,217 1,032 1,079 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.90' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.06 cfs @ 13.51 hrs HW=223.82' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=222.90' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_ Posticlevelopment Type H/ 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 84 HydroCAD@ 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Hydrograph Inflow 0.65 cfs 10 Outflow I IOD rcledl ......I... Inflow Are rem®. 0 97 Tsf ,'sca a rimary 0.7 Peak-Elev,�-�223-82' 0.651 0.6- S tore ge.=. 892 1,cf 0.55-: 0.5-: 0.45- 0.4- .......... 0 0.35- IL 0.3-: ............. ....... 025- 0.2 0.15Y ).06 cfs 0.1 0.00 cfs 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 85 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 9P: Crushed Stone Trench Inflow Area = 4,270 sf, Inflow Depth = 2.42" for 25 yr event Inflow = 0.29 cfs @ 12.10 hrs, Volume= 861 cf Outflow = 0.30 cfs @ 12.10 hrs, Volume= 830 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.40 hrs, Volume= 80 cf Primary = 0.29 cfs @ 12.10 hrs, Volume= 749 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.50' @ 12.10 hrs Surf.Area= 40 sf Storage= 32 cf Plug-Flow detention time= 18.8 min calculated for 827 cf(96% of inflow) Center-of-Mass det. time= 5.5 min ( 809.4 - 803.8 ) # Invert Avail.Storage Storage Description 1 206.00' 32 cf 2.00'W x 20.00'L x 2.00'H Prismatoid 80 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.00 cfs @ 10.40 hrs HW=206.19' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 12.10 hrs HW=224.50' (Free Discharge) t-2=Orifice/Grate (Weir Controls 0.02 cfs @ 0.1 fps) Pond 9P: Crushed Stone Trench Hyrorah Inflow J 0 OUtf1oW _ 0.30 cfs i fiawA rea:4,2 0 s Prmary 0.32 �. - . --- rY 03 __ Peak EIe , 224 5;0 r-a0e-3.2-cf - 0.24 0.22_ -- -. 0.18 3 0.16 - -i-- ---..--i- "-;i --i-- i- --i`---�---r --r--- o 0.14 M .....i....- -r..._.... ...__.. r - 0.12 -r- 0.1 0.08 - r............._...__,_. ._ 0.06 0.04 0.00 cf 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 86 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 10P: Bioretention Inflow Area = 4,270 sf, Inflow Depth = 2.11" for 25 yr event Inflow = 0.29 cfs @ 12.10 hrs, Volume-- 749 cf Outflow = 0.03 cfs @ 13.02 hrs, Volume= 710 cf, Atten= 90%, Lag= 55.3 min Discarded = 0.03 cfs @ 13.02 hrs, Volume= 710 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 207.73' @ 13.02 hrs Surf.Area= 594 sf Storage= 361 cf Plug-Flow detention time= 149.3 min calculated for 710 cf(95% of inflow) Center-of-Mass det. time= 131.2 min ( 930.7 - 799.5 ) # Invert Avail.Storage Storage Description 1 207.00' 497 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 207.00 282 0 0 208.00 711 497 497 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 207.90' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Qiscarded Outflow Max=0.03 cfs @ 13.02 hrs HW=207.73' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=207.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Mill Street_ Postclevelopment Type 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 87 HydroCAD@ 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond I OP: Bioretention Hydrograph cfs s -4 270-8f infk)w-Areard rs -- ea 0.32 .......... 2 07.13 - 0.3 Pk Elev- I----i- I--....... 0.28' ........................ .......... Storage=361 cf 0.26 ............ 0.22- ..................... ........... 018 . ....... 0A16" ................. .......... 0 F, 0.14_� 0.12- z 0.17- ............... ..... ........... 0.081 11- -- --J- f4c 0.06 0103 cfs 0.04 0.00 cfs 0 . . . ... 5 6 7 8 6 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 88 HydroCAD@ 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1L: Total Offsite - Lot 1A Inflow Area = 19,756 sf, Inflow Depth = 1.02" 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 1 L: Total Offsite - Lot 1A Hydrograph 0.55 Cfs W I now 0.6- nfl Primary 0.55o Ar6,a=l 9,756 Sf 0.5r 0.45. 0.4 0.35- 0.3 0 LL 0.25. 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 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 89 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 2L: Total Offsite - Lot 1 B Inflow Area = 27,853 sf, Inflow Depth = 1.01" 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 Hydrograph 0.77 cfs f ' - Inflow 0.85 I -- I Primary 0.8 nl ra 7 sf . 0.75 I 0.7_" 0.65 ' 0.6 2 0.55- 0.5 - 0.45- 0 0.4 , ._..__1------..I_._-._I.. .._._1___.-I-__-.L. 0.35= 03- 0.25 - ,' 0.2 0.15�' 0.05- P 0' . s 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopent Type 111 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 90 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 3L: Total Offsite - Lot 2As Inflow Area = 17,278 sf, Inflow Depth = 1.26" 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 0.59 cfs inflow 0.65 "� � -- 06 nfl®w area=17,278 Sf 0.55 - I I I-r- - � I � , I I I I I I I 0.45 _ 11 0.4 N . 1 0.35. I I I I I I 0 0.3 --- '----- " -- --- '----I- --- � I I I I I I I I I I I I I I I I I � I I I I I I 0.25-" --- -._._I_.._ .__...__ --- ,- - --I --- r.-- _ ...... 0.2- -------- -r..._.._ ... --- _ - -- -- 0.15 I 0. I 0.05 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelop ent Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 91 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 4L: Total Offsite - Lot 2 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 2 Hydrograph I I I I 1 I I I I I I I I I I I o f I I I I � I I [7 Prima I I I I I I I I I I I I ry 1.29 cfs Inflow Area=22,208 Sf I I I I 1 I I I I I I 1 I I I I i I I I I I I I I II I I I I I " I I I I I I I I I I I I I I I I I I I I 0 I I I I I I I I I I I I I I i I I I I I I I I I 1 I I I I I I 1 I j I I I I I I I � I 6 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 92 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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: Flow to Driveway Runoff Area=7,713 sf Runoff Depth=4.54" Tc=6.0 min CN=69 Runoff=0.99 cfs 2,918 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: Flow to Driveway Runoff Area=10,977 sf Runoff Depth=4.19" Tc=6.0 min CN=66 Runoff=1.30 cfs 3,833 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: Driveway Runoff Area=4,270 sf Runoff Depth=4.42" Tc=6.0 min CN=68 Runoff=0.53 cfs 1,574 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 I Peak Elev=1.51' Storage=454 cf Inflow=0.34 cfs 1,135 cf Outflow=0.03 cfs 1,050 cf Pond 2P: Infiltration Field - Lot 1B Peak Elev=1.51' Storage=454 cf Inflow=0.34 cfs 1,135 cf Outflow=0.03 cfs 1,050 cf Pond 3P: Infiltration Field - Lot 2A Peak Elev=1.51' Storage=454 cf Inflow=0.34 cfs 1,135 cf Outflow=0.03 cfs 1,050 cf Pond 4P: Infiltration Field - Lot 2B Peak Elev=1.51' Storage=454 cf Inflow=0.34 cfs 1,135 cf Outflow=0.03 cfs 1,050 cf Mill Street_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 93 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 5P: Crushed Stone Trench Peak Elev=224.51' Storage=160 cf Inflow=0.99 cfs 2,918 cf Discarded=0.01 cfs 453 cf Primary=1.00 cfs 2,306 cf Outflow=1.01 cfs 2,758 cf Pond 6P: Bioretention Peak Elev=223.86' Storage=829 cf Inflow=1.00 cfs 2,306 cf Discarded=0.06 cfs 1,474 cf Primary=0.65 cfs 630 cf Outflow=0.71 cfs 2,104 cf Pond 7P: Crushed Stone Trench Peak Elev=224.51' Storage=80 cf Inflow=1.30 cfs 3,833 cf Discarded=0.01 cfs 227 cf Primary=1.27 cfs 3,525 cf Outflow=1.28 cfs 3,752 cf Pond 8P: Bioretention Peak Elev=223.97' Storage=1,046 cf Inflow=1.27 cfs 3,525 cf Discarded=0.06 cfs 1,812 cf Primary=0.94 cfs 1,178 cf Outflow=1.00 cfs 2,990 cf Pond 9P: Crushed Stone Trench Peak EIev=224.50' Storage=32 cf Inflow=0.53 cfs 1,574 cf Discarded=0.00 cfs 91 cf Primary=0.54 cfs 1,451 cf Outflow=0.54 cfs 1,542 cf Pond 10P: Bioretention Peak EIev=207.94' Storage=468 cf Inflow=0.54 cfs 1,451 cf Discarded=0.03 cfs 932 cf Primary=0.46 cfs 353 cf Outflow=0.50 cfs 1,285 cf Link 1L: Total Offsite - Lot 1A Inflow=1.35 cfs 4,030 cf Primary=1.35 cfs 4,030 cf Link 2L: Total Offsite - Lot 1 B Inflow=2.01 cfs 5,942 cf Primary=2.01 cfs 5,942 cf Link 3L: Total Offsite - Lot 2A Inflow=1.25 cfs 4,025 cf Primary=1.25 cfs 4,025 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 = 32,030 cf Average Runoff Depth =4.08" Mill Street_ ostdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 94 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 1S: Roof Area - Lot 'IA 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 I Hydro graph 0.36 0.34 cfs 0.34 T.. a l 'L 24 _ - ' Type I =hr l 00 r 0.32- -- --- p Y ..... 0.3. ---i-- i -- i --- Rainfall 8�60�� 0.28_ -- -- --r- - - Runoff Area='� .77Zsf 0.26 ' 0.24 uof Volume=1 0.2z e w -.-' ._..I_.... - 0.2 ' unof .. a .t =. ".... 00..1186- -- �+ c= 1 Tin-- 0.14 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_Postdevelop ent Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 95 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 1S_D: Flow to Driveway Runoff = 0.99 cfs @ 12.09 hrs, Volume= 2,918 cf, Depth= 4.54" 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 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) 6.0 Direct Entry, Subcatchment 1S_D: Flow to Driveway Hydrograph -- 0.99 cfs I I I I i 1 Type III 4-hr 10 !yr I I I I I I I I I I I ainfa11=8.60" I I I I I I I I I I I un''b f Area=7,1; 13 s 'Runoff'll Voliume= 916;c N I I i i I I I I I I I I I Runoff epth= .9 " Tc=61.0 rn i n I w CN='69 I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 „ , , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelop ent Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 96 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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, ubcatchment 2S: Remaining Area Hydrogrann Runoff 1.15 cfs Type III 24-hr 100iyr 1 RA a11=8.60 - Ru n off Area=12,041 sf Runoff! l a= ,4 Runoff e'p = . " T'c= in =6 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 97 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 L- -- - - -- 0.34 cfs 0.36 - 0.34` 0.32- _._. ' Type 111 4- r l00,yr 0.3 4 Rainfall=8.60n- 028 0.26 Run6ff"Ar-ea='(7721 IS -- - -,-_ - - 0.24 0.22 unof ol,ume=1,1 ,cf 02 Runoff_ ept 7.69" . 0 0.18 - - -' LL 0.16- ; ... c_= . m'n 0.14 CN=98 � - ....... 0.1 .. . .......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_Postclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 98 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 3S_D: Flow to Driveway Runoff = 1.30 cfs @ 12.09 hrs, Volume= 3,833 cf, Depth= 4.19" 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) 6.0 Direct Entry, Subcatchment 3S_ : Flow to Driveway Hydrograp 1.36 cfs Type 111 - r 1 r infll=8. ®, ',un ff rea--'- 7 . 1 Runoff', lu a= ,', NRunoff e' = .11 " T'c= '.0 mi n LL =16 o . 5 6 7 8 9 10 '11 12 13 14 15 16 17 18 19 20. Time (hours) Mill Street_Postclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 99 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydro graph 1.62 cfs Type III 4-hr ',1OO;yr Rainfall=8.60" Runoff 'area 16,';876 s Ruti '��VOIume=4 '�764� f _ _ - --- J-- --- 1Runoff e' th=3.3 " LL T'c= '.0 ni i n CN=$9 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 100 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 I I I I � I I I I I f�'Runoff 0.36 - F 0.34 cfs 0.34 Type --- - - - __ l' _r 10 - r 0.32 ` I I I I I I I I I 0.3 ----r- - --r---I-- —i._ _...I._.— --------i --r .._... .. '-nfa''® ® _ ®®._. 028 I I I I I I I I I I I I 0.26 -- -- --I --- ---- u � r =1;.7T 'Fs - - -- , -- r -I ---r - -I- 0.24 of I;u a=1„13 c I I , N I I I I ! I I i ®® 0 2 _ ff 4 00.18 . ® 'n 1 °- 0.16 _ 0.14. .._. - ®I_ U..-. I I I I I I I I I I 0.12 I._ .. - I I - I :a I I I I I I I 0.08� 0.06 ------ _....._ r--------r r-- —i ---r-- -___ ._......-- I 0.04 , 0.02 " O . , f u i a . . 3 . a a . a c , a . a Y a . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 101 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 5S_D: Driveway Runoff = 0.53 cfs @ 12.09 hrs, Volume= 1,574 cf, Depth= 4.42" 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) 6.0 Direct Entry, Subcatchment 5S_D: Driveway Hydrograph I I 1 I 1 I I 1 I 1 I ! 0.55 F 0.53 cfs - hype III 2 ®hr 4 001_yr_ 0.5- I I 1 1 I I I 1 1 I 1 I ain all,!— 0"- I I i I I I I i 0.45 _Runoff-Area- 270;sf-_ 0 4 �I -, Run off o l'u a 1,'17 ;c . 0.35 N 1 ! - Runoff-Depth-4 c' ® V A911! _. I i I I I ;`" I I 3 _6-:n niin _ 0.25 I 0.2 0.15 I I I I I I I I I f I I I I 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 102 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 6 : Remaining Area Hydrograph 1.25 cfs Type III 24-hr 100 yr Rainfall 8.60" 1- ofArea"1 s n u e= Runoff Depth=339 LL c= L t-hin =�5 a . . . . . . . . . . . . . . ... . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 103 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Subcatchment 7S: Roof Area - Lot 2 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 Hy ro rapn 0.36 - - -. - Runoff 0.34 cfs 0.32 - if 24-hr 100,y" /y� altl ._ 0.3 n 028 -- ;- - RuoffA.- --I- rea-'( 772'�sf- 0.26 - r -.. .. ...1 -r - ---- -r yr--- unoff lu a=l ,113. � of o.2z 0.2 �.. .. -- -� -' Runoff De - .6 ''_ . 3 _ 0.18 - - - _. - T C=6' n 0 a 0.16- ._.... y...._ .. . 0.14 ...il....... ...i......._. i ..... _v _ 19 0.12 .... .._....__.!.......... .....i.. . .. - 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_Postclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 104 HydmCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 Hydrogra h 2.50 cfs Type III 4- r ;yr ainall ®® 2- Runf Area= unoff!VO I'u0= ,', c Runoffe'p 3. ' „ 3 T = rhin LL 1 =16 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 105 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 1P: Infiltration Field - Lot 1A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) 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 = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.51' @ 13.16 hrs Surf.Area= 453 sf Storage= 454 cf Plug-Flow detention time= 138.6 min calculated for 1,050 cf(92% of inflow) Center-of-Mass det. time= 110.7 min ( 843.6 - 732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside #1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.10 hrs HW=0.02' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 1 P: Infiltration Field - Lot 1A Hydrograph I I I I I I I I I I - . --i i-- 1 I -i _ Inflow 0.36 .34 GfS �: Discarded I - i 0.34_ _1. lllnflow_Area..=,1 .7172 sf 0.32 ' _ li. - - - IL -. - akl1 -_kqV=1 11�...._ 0.3 0.28 0.26 _.. Stara e c 0.24 - 022 .............. 3 0.15 O .._.__1-_-_._1__ ...I._.........L......_._.1._.--_I_-- . .. .. .L. ....__I_.--_.I__--- -.,_._--. .._.. 0.14 - 0.16 _I_ i---�--.. 1 ., _ 0.12 I 0.08 0.06 ...._..__:._ .... .L...._..._.l 0.04 0.03 cfs 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/1/ 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 106 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 2P: Infiltration Field - Lot 1 B Rawls Rate of 2.41 in/hr used (Loamy Sand soil) 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 = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.51' @ 13.16 hrs Surf.Area= 453 sf Storage= 454 cf Plug-Flow detention time= 138.6 min calculated for 1,050 cf(92% of inflow) Center-of-Mass det. time= 110.7 min ( 843.6 -732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded = 458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.10 hrs HW=0.02' (Free Discharge) 2-1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 213: Infiltration Field - Lot 1 Hydro graph I I I I I I I I I I I I ®Inflow 0.34 0-34CfS II I r ®II 1 ' / iF f Discarded 0.32 ; _ 0.3 a 1 1 . .-_....7.. 0 1.............._-. _I__....... ..........._.I.. ®... _. - 0.26 - �t ra- ®. 54 0.24- .-. 0.22 0.2 0 018 L- 0.16 0.14 . 0.12 0.08 0.06- I __. .I. __ 0. 0.04 03 cfs I 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 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 107 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 3P: Infiltration Field - Lot 2A Rawls Rate of 2.41 in/hr used (Loamy Sand soil) 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 = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.51' @ 13.16 hrs Surf.Area=453 sf Storage= 454 cf Plug-Flow detention time= 138.6 min calculated for 1,050 cf(92% of inflow) Center-of-Mass det. time= 110.7 min ( 843.6 -732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.10 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 3P: Infiltration Field - Lot 2A Hydro graph - Inflow i 1 1 i 1 i_ _L 0.34 Cfs i I 1 i I 1 �Discarded 0.36 0.34 Inflow -r =;1, 7 0.32 - F IQ 1 1 i. � i 1 0 28 I --- - -_ ;tare e=454 - 0.26 ; 0 22 _.........I......._.._1._...___I_-_ -,�,-__. ............ 4- 0.2 3 0.18 0.14 _.__._i. ..........i... _.......;._ ..... ....1.__... -_1_....... 0.12 OM- ... 0.06 0.03 cfs 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 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 108 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 4P: Infiltration Field - Lot 2 Rawls Rate of 2.41 in/hr used (Loamy Sand soil) 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 = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.10 hrs, Volume= 1,050 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1.51' @ 13.16 hrs Surf.Area= 453 sf Storage= 454 cf Plug-Flow detention time= 138.6 min calculated for 1,050 cf(92% of inflow) Center-of-Mass det. time= 110.7 min ( 843.6 -732.8 ) # Invert Avail.Storage Storage Description 1 0.00, 183 cf 11.32'W x 40.00'L x 1.68'H Prismatoid 761 cf Overall - 302 cf Embedded =458 cf x 40.0% Voids 2 0.50' 302 cf 34.0"W x 12.0"H x 4.00'L Parabolic Arch 40 Inside#1 486 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.10 hrs HW=0.02' (Free Discharge) 't-1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 4 : Infiltration Field - Lot 2B ydrosraph - _ - -0 ; _ _ i I inflow i L 34 cfS L 0.36 " 0.34 0.32 0.3 ®' `. - _.i _ . 0.24 0.2 3 0.18 - 0.16 0.14. 0.1. ............. 0.08- 0.06 0.04 0.03 cfs _ 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 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 109 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 5P: Crushed Stone Trench Inflow Area = 7,713 sf, Inflow Depth = 4.54" for 100 yr event Inflow = 0.99 cfs @ 12.09 hrs, Volume= 2,918 cf Outflow = 1.01 cfs @ 12.09 hrs, Volume= 2,758 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.01 cfs @ 9.45 hrs, Volume= 453 cf Primary = 1.00 cfs @ 12.09 hrs, Volume= 2,306 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.51' @ 12.09 hrs Surf.Area= 200 sf Storage= 160 cf Plug-Flow detention time= 27.5 min calculated for 2,758 cf(95% of inflow) Center-of-Mass det. time= 7.7 min ( 796.3 - 788.6 ) # Invert Avail.Storage Storage Description 1 222.50' 160 cf 2.00'W x 100.00'L x 2.00'H Prismatoid 400 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00' x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 9.45 hrs HW=222.52' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.70 cfs @ 12.09 hrs HW=224.51' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.70 cfs @ 0.3 fps) Pond 5P: Crushed Stone Trench Hydrograph __.. 1 01 _ im Inflow rea 7,713 i i i i r x i �f 1.00 cfs ��� � � � � a 1 Peak E,lev�224�.5�11 Storage=160 c 3 r� i 0.01 'cfs 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 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 110 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Inflow Area = 7,713 sf, Inflow Depth = 3.59" for 100 yr event Inflow = 1.00 cfs @ 12.09 hrs, Volume= 2,306 cf Outflow = 0.71 cfs @ 12.21 hrs, Volume= 2,104 cf, Atten= 29%, Lag= 7.2 min Discarded = 0.06 cfs @ 12.22 hrs, Volume= 1,474 cf Primary = 0.65 cfs @ 12.21 hrs, Volume= 630 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.86' @ 12.22 hrs Surf.Area= 1,138 sf Storage= 829 cf Plug-Flow detention time= 121.3 min calculated for 2,098 cf(91% of inflow) Center-of-Mass det. time= 97.0 min ( 880.3 - 783.2 ) # Invert Avail.Storage Storage Description 1 222.90' 962 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 627 36 36 224.00 1,224 926 962 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.80' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.06 cfs @ 12.22 hrs HW=223.85' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.57 cfs @ 12.21 hrs HW=223.85' (Free Discharge) 4-2=Orifice/Grate (Weir Controls 0.57 cfs @ 0.7 fps) Mill Street_ Postclevelopment Type /11 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 111 HydroCADO 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 6P: Bioretention Hydrograph El Inflow 1.00 CfS 0 Outflow El Discarded �Inflow Area=,7 713 sf 0 Primary Ts Peak Elev-223.66 0.71 cfs Stotage=829 cf 0.65 cfs 0 R 'U 0- 5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 1'9 20 Time (hours) Mill Street_Postdevelopment Type 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 112 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 7P: Crushed Stone Trench Inflow Area = 10,977 sf, Inflow Depth = 4.19" for 100 yr event Inflow = 1.30 cfs @ 12.09 hrs, Volume= 3,833 cf Outflow = 1.28 cfs @ 12.09 hrs, Volume= 3,752 cf, Atten= 2%, Lag= 0.0 min Discarded = 0.01 cfs @ 9.05 hrs, Volume= 227 cf Primary = 1.27 cfs @ 12.09 hrs, Volume= 3,525 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.51' @ 12.09 hrs Surf.Area= 100 sf Storage= 80 cf Plug-Flow detention time= 11.9 min calculated for 3,739 cf(98% of inflow) Center-of-Mass det. time= 3.7 min ( 797.3 -793.5 ) # Invert Avail.Storage Storage Description 1 221.75' 80 cf 2.00'W x 50.00'L x 2.00'H Prismatoid 200 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.01 cfs @ 9.05 hrs HW=221.78' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.80 cfs @ 12.09 hrs HW=224.51' (Free Discharge) 't-2=Orifice/Grate (Weir Controls 0.80 cfs @ 0.3 fps) Pond 7 : Crushed Stone Trench Hydrograph Inflow 1.30 cfs 0 outflow 13 1.28 cfs Inflow' rea= , 7 's [I Primary 1.27 cfs eak EleV,=224.51' t; ra e f y I I I I I 1 r I I I I I 0.01 cfs LL 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 113 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Inflow Area = 10,977 sf, Inflow Depth = 3.85" for 100 yr event Inflow = 1.27 cfs @ 12.09 hrs, Volume= 3,525 cf Outflow = 1.00 cfs @ 12.20 hrs, Volume= 2,990 cf, Atten= 22%, Lag= 6.6 min Discarded = 0.06 cfs @ 12.20 hrs, Volume= 1,812 cf Primary = 0.94 cfs @ 12.20 hrs, Volume= 1,178 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.97' @ 12.20 hrs Surf.Area= 1,205 sf Storage= 1,046 cf Plug-Flow detention time= 110.5 min calculated for 2,980 cf(85% of inflow) Center-of-Mass det. time= 69.4 min ( 862.5 -793.1 ) # Invert Avail.Storage Storage Description 1 222.90' 1,079 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.90 100 0 0 223.00 846 47 47 224.00 1,217 1,032 1,079 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 223.90' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.06 cfs @ 12.20 hrs HW=223.97' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.93 cfs @ 12.20 hrs HW=223.97' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.93 cfs @ 0.9 fps) Mill Street_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 114 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 8P: Bioretention Hydrograp RM 1.27 cfs Inflowrea®'I ,977 sf 'Peak Elev=223.9 ' ; 1.00 cfs r fora a= , 1 - 0.94 cfs LL 0 S �. 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 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 115 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 9P: Crushed Stone Trench Inflow Area = 4,270 sf, Inflow Depth = 4.42" for 100 yr event Inflow = 0.53 cfs @ 12.09 hrs, Volume= 1,574 cf Outflow = 0.54 cfs @ 12.09 hrs, Volume= 1,542 cf, Atten= 0%, Lag= 0.1 min Discarded = 0.00 cfs @ 9.05 hrs, Volume= 91 cf Primary = 0.54 cfs @ 12.09 hrs, Volume= 1,451 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 224.50' @ 12.09 hrs Surf.Area= 40 sf Storage= 32 cf Plug-Flow detention time= 12.0 min calculated for 1,537 cf(98% of inflow) Center-of-Mass det. time= 4.3 min ( 794.5 - 790.2 ) # Invert Avail.Storage Storage Description 1 206.00' 32 cf 2.00'W x 20.00'L x 2.00'H Prismatoid 80 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003347 fpm Exfiltration over entire Surface area 2 Primary 224.50' 2.00'x 100.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.00 cfs @ 9.05 hrs HW=206.19' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.05 cfs @ 12.09 hrs HW=224.50' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.05 cfs @ 0.1 fps) Pond 9P: Crushed Stone Trench ydrocgraph -I--- - - 0.54 cfs , �O - - --- -- Ej Inflow - � __inf W' 0 Discard _,i �+ �Discarded - Ar 0.6- l - --- - -� 7Q S f..... Primary .......... .......... 0.54 cfs G a 2 Pea r �, � k lev'; ®5Q` 0.55 � i �� .._.. 0.5_ �� �� i...... d 'Storage=32 cf - . -- 0.45 0.4 r M w0.35 r: --r----r---r -r -r--r---r--- 3 0.3 ----- ------ - -, ---r - - o a0.25 _.._..... _............. ............ 0.2 0.15- : r 0.05 0.00 cfs 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 116 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 10P: Bioretention Inflow Area = 4,270 sf, Inflow Depth = 4.08" for 100 yr event Inflow = 0.54 cfs @ 12.09 hrs, Volume= 1,451 cf Outflow = 0.50 cfs @ 12.21 hrs, Volume= 1,285 cf, Atten= 8%, Lag= 6.7 min Discarded = 0.03 cfs @ 12.21 hrs, Volume= 932 cf Primary = 0.46 cfs @ 12.21 hrs, Volume= 353 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 207.94' @ 12.21 hrs Surf.Area= 687 sf Storage= 468 cf Plug-Flow detention time= 116.3 min calculated for 1,280 cf(88% of inflow) Center-of-Mass det. time= 82.4 min ( 872.9 -790.4 ) # Invert Avail.Storage Storage Description 1 207.00' 497 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 207.00 282 0 0 208.00 711 497 497 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003000 fpm Exfiltration over entire Surface area 2 Primary 207.90' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded OutFlow Max=0.03 cfs @ 12.21 hrs HW=207.94' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.42 cfs @ 12.21 hrs HW=207.94' (Free Discharge) t2=Orifice/Grate (Weir Controls 0.42 cfs @ 0.7 fps) Mill Street_Postdevelopment Type 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 117 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Pond 'IOP: Bioretention ydrograph ---- - -- --- - 0.54 cfs -- -- - ' ®Inflow --Enf t o r i�outflow _ ___- __ � ,„� � � � ®Discarded e -�4 7 -sf- 0.6 i i 'I- -�i - i i i i 9 i i Primary 0.50 cfs 0.55 I lev i 0, .T, -® ............i..... - ... .......i........... 0.5 0.46 cfs orc'a a=4 cf 0.45 ----- ----- - -T-- --r--- 0.4 n 0.35 0.25 - 0.2 0.15 0.1 fs a 6 Y 0.05 NO 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 118 HydmCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 1 L: Total Offsite - Lot 1A Inflow Area = 19,756 sf, Inflow Depth = 2.45" for 100 yr event Inflow = 1.35 cfs @ 12.20 hrs, Volume= 4,030 cf Primary = 1.35 cfs @ 12.20 hrs, Volume= 4,030 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite - Lot 1 Hydrograph EM Inflow 0 Primary 1.35 cfs Inflow r , LL 0- . . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 119 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 2L: Total Offsite - Lot 1 B Inflow Area = 27,853 sf, Inflow Depth = 2.56" for 100 yr event Inflow = 2.01 cfs @ 12.18 hrs, Volume= 5,942 cf Primary = 2.01 cfs @ 12.18 hrs, Volume= 5,942 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 - 2.01 cfs I I Inflow Area=27 853 �Sf I I 2 9 i I I I I I I I I 1 I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I i I I I y I I I I I w 1 1 3 I I I I I I I I I I I I Q I I I I I I I I I I I I I I I I I I I I I I I I 0 . . . . . . .. . . . . .. . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_ ostdevelopment Type l/124-hr 100 yr Rainfal1=8.60" Prepared by Sullivan Engineering Group, LLC Page 120 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 Link 3L: Total Offsite - Lot 2A Inflow Area = 17,278 sf, Inflow Depth = 2.80" for 100 yr event Inflow = 1.25 cfs @ 12.20 hrs, Volume= 4,025 cf Primary = 1.25 cfs @ 12.20 hrs, Volume= 4,025 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 1.25 cfs ' f I r ...._ 1.11.------ -----'- -- o 0 a 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Mill Street_Postclevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 121 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/25/2018 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 FE Inflow 7 rf u Primary 2.50 cfs Inflow A rea= ,2 f w 2 o LL ..--__—-r————i— w s 0 ` 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours)