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2018-11-13 Stormwater Mgmnt Report 10/17/2018
CHRI S TIA NSEN & SER GI A DIVISION OF THE MORIN CAMERON GROUP PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET, HAVERHILL, MA 01830 tel:978-373-0310 www.csi-engr.com fax 978-372-3960 STORMWATER MANAGEMENT REPORT FOR THE DEFINITIVE SUBDIVISION PLAN FOR "IMPROVEMENT OF REA STREET" IN NORTH ANDOVER, MASSACHUSETTS PREPARED FOR: Messina Development Company, Inc. 277 Washington Street Groveland, MA DATE: June 11, 2018 REVISED: June 26, 2018 REVISED: July 31, 2018 REVISED: September 18, 2018 REVISED: September 28, 2018 REVISED: October 17, 2018 Stormwater Management Report for "Improvement of Rea Street" North Andover, MA Index I Introduction II Stormwater Management Checklist III Hydrologic Analysis IV Soils Analysis V Stormwater Recharge Calculations VI TSS Removal Calculations VII Water Quality Volume Calculations VIII Rip Rap Sizing IX Pollution Prevention and Operation and Maintenance Plan - Construction Phase - Post Construction Appendix A Existing Conditions HydroCAD Report Appendix B Proposed Conditions HydroCAD Report Stormwater Management Report for "Improvement of Rea Street", North Andover, MA Date: 6/11118 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 1) Introduction Rea Street is an existing road with an undeveloped portion between North Cross Road and Abbott Street. The improvement of this section of Rea Street will allow the creation of 7 lots and land to be donated to the town. The project will consist of the construction of a new residential road and 7 new single-family house lots. A 1,107 foot long cul-de- sac roadway will provide street frontage for the new house lots. The proposed stormwater management system for the project includes catch basins, manholes, water quality units, and infiltration areas. The catch basins, water quality units, and infiltration areas will remove suspended solids from the stormwater. The infiltration areas will recharge runoff to the groundwater and mitigate peak runoff rates from the project so that post-development rates will be equal to or less than the runoff rates under existing conditions. A portion of the development will be directed to the existing stormwater detention basin located at the intersection of North Cross Road. The stormwater from approximately 300 feet of roadway will be collected in a standard deep sump catch basin with hooded outlet. Stormwater will then receive treatment for additional suspended solids removal by passing thru a Contech particle separator treatment unit. Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, (which h h hi Report R t St e Stormwater e wc sou provide more substantive and detailed information offered use only the tab the p p ) but is o key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • Long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. ------------------------------------------------------------------------------------------------------------------------------------------------------------------- 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheck•04/01/08 Stormwater Report Checklist•Page 1 of 8 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 I 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 Signature and Date 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 swcheck•04/01/08 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater 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): Water Quality Unit 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. swcheck•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report 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. swcheck•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. swcheck•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) ® The BMP is sized (and calculations provided) based on: ® The '/2" 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 party 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. swcheck•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. swcheck•04/01/08 Stormwater Report Checklist•Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater 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 BM 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. swcheck•04/01/08 Stormwater Report Checklist•Page 8 of 8 Stormwater Management Report for Improvement of Rea Street North Andover, MA III) Hydrologic Analysis A hydrologic analysis has been performed to determine the impact that the development of the project site will have on off-site peak runoff rates. The "HydroCAD" Stormwater Modeling System has been used to compare the pre- and post-development runoff rates, to design the stormwater infiltration areas and rain garden. The stormwater management system as designed will keep post-development peak runoff rates equal to or less than the pre-development peak rates for the 2-, 10- , 25- and 100-year storm events. Under existing conditions, stormwater runoff from the project site splits and flows in one direction. Flows from Area 1 flows into the wetlands, into Mosquito Brook and to the culverts underneath Rea Street to the west of the site. The drainage subcatchment has been delineated for the site and is included here as Plan of Existing Drainage Conditions. Appendix A contains the HydroCAD report for the analysis of storms for existing conditions. Plan of Proposed Drainage Conditions shows the project site under the proposed post-development conditions. The drainage areas will be altered under post- development conditions as follows: 8 Subcatchments: P1, P2, P3, P4, P5, P6, P7, P8 areas and three discharge areas (Infiltration Areas 1 and 2, existing retention basin) are defined in the proposed plan. Subcatchment P1 Flow from Rea Street flows to the gutter, into the catch basins and into infiltration area 1. Overland flow from the driveway and front yard is also directed towards the catch basin. Subcatchment P2 Flow from Rea Street flows to the gutter, into the catch basins and into infiltration area 1. Overland flow from the house, driveway, and front yard is also directed towards the catch basin. Subcatchment P3 Flow from Rea Street flows to the gutter, into the catch basins and into infiltration area 1. Overland flow from the driveway,and front yard is also directed towards the catch basin. Subcatchment P4 Flow from Rea Street flows to the gutter, into the catch basins and into infiltration area 2. Overland flow from the house, driveway, and front yard is also directed towards the catch basin. Subcatchment P5 Flow from Rea Street flows to the gutter, into the catch basins and into infiltration area 2 Overland flow from the house, driveway, and front yard is also directed towards the catch basin. Subcatchment P6 Flow from Rea Street and portions of Lot 6 and & driveways and lawns flow to A catchbasin in Rea Street, into a Contech Water Quality Unit, and into the existing retention pond on the North side of Rea Street. Subcatchment P7 flows overland from the back yards of the proposed houses to the BVW and ultimately to Mosquito Brook. Subcatchment P8 flows overland from the wooded area north of Rea Street, into s stone trench drain, and into infiltration area 2. Appendix B contains the HydroCAD report for the analysis of the storms for the proposed conditions. The peak rate of flow leaving the property under proposed conditions will be less than under existing conditions as the summary table below indicated. This reduction is due primarily to the use of the rain garden and infiltration areas. SUMMARY OF HYDROLOGIC ANALYSIS Peak Runoff Rates (cfs) 2- Year Existing Conditions 9.96 Storm Proposed Conditions 9.55 10-Year Existing Conditions 16.12 Storm Proposed Conditions 14.77 25-Year Existing Conditions 21.38 Storm Proposed Conditions 19.09 100-Year [!Exispfong Conditions 33.75 Storm Prosed Conditions 29.49 The peak rate of flow downstream of the Culverts at Rea Street under proposed conditions will be less than under existing conditions as the summary table below indicated. This reduction is due primarily to the use of the retention basin and infiltration areas. SUMMARY OF HYDROLOGIC ANALYSIS Peak Runoff Rates (cfs) 2- Year Existing Conditions 9.96 Storm Proposed Conditions 9.93 10-Year Existing Conditions 16.47 Storm Proposed Conditions 16.28 25-Year Existing Conditions 22.80 Storm Proposed Conditions 21.69 100-Year Existing Conditions 37.42 Storm Proposed Conditions 33.94 SECTION IV SOILSANALYSIS and TEST PITS RESULTS SP I SOIL PROBE HOLE Rea Street, North Andover, Massachusetts Date: Monday, June 11,2018 Time: 09:30 Weather: Clear,70°s F, calm, dry. Position on landscape: On sfi hg t slope . Slope aspect: —S-SW Vegetation: Woodland. Probe Surface Elevation: 172.3 Depth from Soil Layer/ Soil Texture Soil Color Redox Consistence,grade,size,structure,grain size,soil moisture state, surface Horizon (USDA/NRCS) (EarthColors) features/ roots,horizon boundary,clasts,stratification,artifacts,etc. (inches) mottles Forest mat/loam - 13» Anthropogenic none Layer observed Brown gravelly loamy sand. 13" - 24" B Loamy Sand none observed Medium to fine sand, 24"- 46" C Sand @42„ Hydric/ Upland Soil: Upland Hydrologic Soil Group: A Drainage Class: Well drained Soil map unit: 254A: Merrimac fine sandy loam. DEPTH TO GROUNDWATER Estimated Seasonal High Groundwater Table: 42" (inches below grade) Elev: 168.80 SP-2 SOIL PROBE HOLE Rea Street, North Andover, Massachusetts Date: Monday, June 11,2018 Time: 09:45 Weather: Clear,70°s F, calm, dry. Position on landscape: On slight slope . Slope aspect: —S-SW Vegetation: Woodland. Probe Surface Elevation: 167.6 Depth from Soil Layer/ Soil Texture Soil Color Redox Consistence,grade,size,structure,grain size,soil moisture state, surface Horizon (USDA/NRCS) (EarthColors) features/ roots,horizon boundary,clasts,stratification,artifacts,etc. (inches) mottles Forest mat/loam 0 - 12" A Sandy Loam none observed Brown gravelly loamy sand 12" - 22" B Loamy Sand none observed Gravel to very gravelly sand 22"- 36" C Sand none observed Hydric/Upland Soil: Upland Hydrologic Soil Group: A Drainage Class: Well drained Soil map unit: 254A: Merrimac fine sandy loam. DEPTH TO GROUNDWATER Estimated Seasonal High Groundwater Table: Below 36" (inches below grade) Elev: below 164.60 SP-3 SOIL PROBE HOLE Rea Street, North Andover, Massachusetts Date: Monday, June 11,2018 Time: 10:00 Weather: Clear, 70°s F, calm, dry. Position on landscape: On slight slope . Slope aspect: —S-SW Vegetation: Woodland. Probe Surface Elevation: 169.7 Depth from Soil Layer/ Soil Texture Soil Color Redox Consistence,grade,size,structure,grain size,soil moisture state, surface Horizon (USDA/NRCS) (EarthColors) features/ roots,horizon boundary,clasts,stratification,artifacts,etc. (inches) mottles Forest mat/loam 0 - 12" A Sandy Loam none observed Brown gravelly loamy sand 12" - 22" B Loamy Sand none observed Gravel to very gravelly sand 22"- 46" C Sand none observed Hydric/ Upland Soil: Upland Hydrologic Soil Group: A Drainage Class: Well drained Soil map unit: 254A: Merrimac fine sandy loam. DEPTH TO GROUNDWATER Estimated Seasonal High Groundwater Table: Below 46" (inches below grade) Elev: below 165.87 SP-4 SOIL PROBE HOLE Rea Street, North Andover, Massachusetts Date: Monday, June 11,2018 Time: 10:15 Weather: Clear, 70°s F, calm, dry. Position on landscape: On slight slope . Slope aspect: —S-SW Vegetation: Woodland. Probe Surface Elevation: 166.2 Depth from Soil Layer/ Soil Texture Soil Color Redox Consistence,grade,size,structure,grain size,soil moisture state, surface Horizon (USDA/NRCS) (EarthColors) features/ roots,horizon boundary,clasts,stratification,artifacts,etc. (inches) mottles Forest mat/loam 0 - 12" A Sandy Loam none observed Brown gravelly loamy sand 12" - 22" B Loamy Sand none obsen>ed Gravel to very gravelly sand 22"- 36" C Sand Gz6 Hydric/ Upland Soil: Upland Hydrologic Soil Group: A Drainage Class: Well drained Soil map unit: 254A: Merrimac fine sand. loam. DEPTH TO GROUNDWATER Estimated Seasonal High Groundwater Table: 28" (mches below grade) Elev: 163.87 SP-5 SOIL PROBE HOLE Rea Street, North Andover, Massachusetts Date: Monday, June 11,2018 Time: 10:30 Weather: Clear, 70°s F, calm, dry. Position on landscape: On slight slope . Slope aspect: —S-SW Vegetation: Woodland. Probe Surface Elevation: 163.7 Depth from Soil Layer/ Soil Texture Soil Color Redox Consistence,grade,size,structure,grain size,soil moisture state, surface Horizon (USDA/NRCS) (EarthColors) features/ roots,horizon boundary,clasts,stratification,artifacts,etc. (inches) mottles Forest mat/loam 0 - 12" A Sandy Loam none observed Brown gravelly loamy sand 12" - 27" B Loamy Sand none observed Gravel/cobbles to very gravelly sand 27"- 40" C Sand none observed Hydric/Upland Soil: Upland Hydrologic Soil Group: B Drainage Class: Well drained Soil map unit: 260A: Sudury fine sand. loam. DEPTH TO GROUNDWATER Estimated Seasonal High Groundwater Table: Below 40" (inches below grade) Elev: Below 160.37 SOIL SUITABILITY INFILTRATION TEST DOUBLE RING INFILTROMETER NORTH ANDOVER, MASSACHUSETTS Rea Street, North Andover, Massachusetts Double Ring Infiltrometer Infiltration Test-D I Infiltration Test-D2 08/20/18 At Soil Probe 2 At Soil Probe 3 Depth of test: 21" 20" Start soak: 9:00 10:00 End soak: 9:15 10:15 2" drop in 0 to 5 minutes Averaged 120 seconds for 2" Averaged 117 seconds for 2" 2" drop in 5 to 10 minutes Averaged 136 seconds for 2" Averaged 132 seconds for 2" 2" drop in 10 to 15 minutes Averaged 154 seconds for 2" Averaged 150 seconds for 2" Average rate of infiltration 46.8"/hour 48"/hour (inches per hour) 1 CSI project 416029 SOIL SUITABILITY INFILTRATION TEST DOUBLE RING INFILTROMETER NORTH ANDOVER, MASSACHUSETTS Rea Street, North Andover, Massachusetts Double Ring lnfiltrometer Infiltration Test-D3 Infiltration Test-D4 08/20/18 At Soil Probe 4 At Soil Probe 5 Depth of test: 28" 25" Start soak: 11:05 12:03 End soak: 11:20 12:18 2" drop in 0 to 5 minutes Averaged 129 seconds for 2" Averaged 180 seconds for 2" 2" drop in 5 to 10 minutes Averaged 142 seconds for 2" Averaged 202 seconds for 2" 2" drop in 10 to 15 minutes Averaged 174 seconds for 2" Averaged 280 seconds for 2" Average rate of infiltration 41.4"/hour 25.7"/ hour (inches per hour) 2 CSI project 416029 Soil Map—Essex County,Massachusetts, Northern Part (rea) o 328300 328370 328440 328510 328580 32E650 328720 32879D 328%0 328930 329000 42o 40'9"N 42°40'9"N v v a 0 o 0 � Soil Map may not be valid at this scale. 42°39'54"N 42°39'54"N 328300 328370 328440 328510 328580 328650 328720 32879D 328860 328930 329000 Map Scale:1:3,370 if printed on A landscape(11"x 8.5")sheet Meters N ° 0 45 90 180 270 Feet 0 150 300 600 900 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 USDA Natural Resources Web Soil Survey 12/22/2017 =� Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County,Massachusetts, Northern Part (rea) MAP LEGEND MAP INFORMATION Area of Interest(Aoq Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:15,800. Stony Spot Soils -- Very Stony Spot Warning:Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines = misunderstanding of the detail of mapping and accuracy of soil Other line placement.The maps do not show the small areas of Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot _ _ _ Rails Source of Map: Natural Resources Conservation Service Closed Depression Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator(EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot Major Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Mine or Quarry Soil Survey Area: Essex County, Massachusetts, Northern Part .-__t Miscellaneous Water Survey Area Data: Version 13,Oct 6,2017 Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. Saline Spot Date(s)aerial images were photographed: Aug 29,2014—Sep 19, 2014 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey 12/22/2017 =� Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Essex County, Massachusetts, Northern Part rea Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 38A Pipestone loamy sand,0 to 3 3.0 6.0% percent slopes 52A Freetown muck,0 to 1 percent 11.6 23.3% slopes 254A Merrimac fine sandy loam,0 to 5.9 11.8% 3 percent slopes 254B Merrimac fine sandy loam,3 to 5.4 10.9% 8 percent slopes 260A Sudbury fine sandy loam,0 to 4.7 9.4% 3 percent slopes 260B Sudbury fine sandy loam,3 to 4.3 8.6% 8 percent slopes 406C Charlton fine sandy loam,8 to 3.6 7.3% 15 percent slopes,very stony 411 B Sutton fine sandy loam,3 to 8 2.4 4.8% percent slopes,very stony 411 C Sutton fine sandy loam,8 to 15 0.0 0.1% percent slopes,very stony 421 B Canton fine sandy loam,0 to 8 1.5 2.9% percent slopes,very stony 421C Canton fine sandy loam,8 to 6.4 12.7% 15 percent slopes,very stony 715B Ridgebury and Leicester fine 1.0 2.1% sandy loamy,3 to 8 percent slopes,extremely stony Totals for Area of Interest 49.9 100.0% ()S()A Natural Resources Web Soil Survey 12/22/2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description:Merrimac fine sandy loam,0 to 3 percent slopes---Essex County, Massachusetts,Northern Part Essex County, Massachusetts, Northern Part 254A—Merrimac fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tygr Elevation: 0 to 1,100 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period. 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Merrimac and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Merrimac Setting Landform: Karnes, outwash plains, outwash terraces, eskers, moraines Landform position (two-dimensional): Backslope, footslope, shoulder, summit Landform position (three-dimensional): Side slope, crest, riser, tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits derived from granite, schist, and gneiss over sandy and gravelly glaciofluvial deposits derived from granite, schist, and gneiss Typical profile Ap - 0 to 10 inches: fine sandy loam Bw1 - 10 to 22 inches: fine sandy loam Bw2-22 to 26 inches: stratified gravel to gravelly loamy sand 2C-26 to 65 inches: stratified gravel to very gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 2 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.4 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 LJJSl)A Natural Resources Web Soil Survey 5/29/2018 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description:Merrimac fine sandy loam,0 to 3 percent slopes---Essex County, Massachusetts,Northern Part Available water storage in profile: Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Sudbury Percent of map unit: 5 percent Landform: Terraces, outwash plains, deltas Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Hinckley Percent of map unit: 5 percent Landform: Outwash plains, kames, eskers, deltas Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No Agawam Percent of map unit: 3 percent Landform: Stream terraces, kames, outwash plains, outwash terraces, eskers, moraines Landform position (three-dimensional): Rise Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Windsor Percent of map unit: 2 percent Landform: Dunes, outwash plains, outwash terraces, deltas Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread, riser Down-slope shape: Convex, linear Across-slope shape: Convex, linear Hydric soil rating: No Data Source Information Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data: Version 13, Oct 6, 2017 LJJSl)A Natural Resources Web Soil Survey 5/29/2018 Conservation Service National Cooperative Soil Survey Page 2 of 2 Map Unit Description:Sudbury fine sandy loam,0 to 3 percent slopes---Essex County, Massachusetts,Northern Part Essex County, Massachusetts, Northern Part 260A—Sudbury fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: vjsk Elevation: 0 to 2,100 feet Mean annual precipitation: 45 to 54 inches Mean annual air temperature: 43 to 54 degrees F Frost-free period. 145 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Sudbury and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sudbury Setting Landform: Flats Landform position (two-dimensional): Footslope Landform position (three-dimensional): Rise Down-slope shape: Concave Across-slope shape: Concave Parent material: Friable loamy eolian deposits over loose sandy glaciofluvial deposits derived from granite and gneiss Typical profile O-0 to 1 inches: muck H2- 1 to 5 inches: fine sandy loam H3 -5 to 21 inches: sandy loam H4 - 21 to 27 inches: loamy sand H5- 27 to 60 inches: Error Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): High (2.00 to 6.00 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Hydric soil rating: No LJJSl)A Natural Resources Web Soil Survey 5/29/2018 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description:Sudbury fine sandy loam,0 to 3 percent slopes---Essex County, Massachusetts,Northern Part Minor Components Merrimac Percent of map unit: 15 percent Hydric soil rating: No Walpole Percent of map unit: 5 percent Landform: Terraces Hydric soil rating: Yes Data Source Information Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data: Version 13, Oct 6, 2017 LJJSl)A Natural Resources Web Soil Survey 5/29/2018 Conservation Service National Cooperative Soil Survey Page 2 of 2 SECTION V Stormwater Recharge Calculations Stormwater Management Report for "Improvement of Rea Street" North Andover, MA Dated 6/11/18 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 V) Stormwater Recharge Calculations Calculations were performed to ensure that the proposed project will comply with the groundwater recharge requirements of the Mass DEP Stormwater Management Standards. The required recharge volume was calculated as follows: The Required Recharge Volume equals a depth of runoff corresponding to the soil type times the impervious areas located on site. Rv = F x impervious area Where: Rv = Required Recharge Volume, expressed in cubic feet, cubic yards, or acre- feet F = Target Depth Factor associated with each Hydrologic Soil Group Impervious Area = pavement and rooftop area on site Forthe proposed project: Table R1: Summary of Recharge Volume Required Proposed Impervious Area (acres) 1.12 Including shoulder F, Target Depth (inches) 0.60 Rv = F x Impervious Ares ( acre-inches) 0.67 Rv (cubic feet) 2439 Adjusted Required Recharge Volume Since only a portion of the new impervious areas are to be directed into the infiltration BMP, it is necessary to calculate an Adjusted Required Recharge Volume: 1. The Required Recharge Volume = 2439 cubic feet 2. The total proposed impervious area is 1.12 acres. 3. The proposed impervious area draining to all infiltration areas is 0.87 acres. 4. The ratio of total site impervious area to impervious are draining to the infiltration BMP is 1.12 / 0.87 = 1.29 5. The Adjusted Required Recharge Volume = 1.29 x 2439 cubic feet = 3146 cubic feet. Stormwater recharge will be accomplished on the site through the infiltration areas to be constructed t o t h e s o u t h o f the roadway. The Dynamic Method has been used to evaluate and infiltrative capacities of the infiltration areas. Rv = F x impervious area Rv = A x (D+KT) Infiltration Area 1 Rv = 1140 x (.5(.4)+(2x(20/12)) Rv = 4,028 c.f. Infiltration Area 2 Rv = 1140 x (.5(.4)+(2x(12/12)) Rv = 2,508 c.f. Lot16 Roof Drywell Rv = 282 x (.5(.4)+(2x(8.27/12)) Rv = 445 c.f. Lot 6 Roof Drywell Rv = 282 x (.5(.4)+(2x(8.27/12)) Rv = 445 c.f. Lot 7 Roof Drywell Rv = 282 x (.5(.4)+(2x(8.27/12)) Rv = 445 c.f. The infiltration areas provide a recharge volume of 7,470 cubic feet which is greater than the Required Recharge Volume of 3,766 cubic feet. Drawdown Calculations The Stormwater Management Standards state that stored runoff should drain completely into the ground within 72 hours. The Static Method allows the use of an N.R.C.S. textural classification of the underlying soils and the Rawls Table to determine exfiltration rates. The soils in the location of the infiltration areas are a Hydrologic soils group A. The infiltration rate listed on the Rawls table (see below) for a sand is 8.27 inches per hour. Infiltration tests were performed in each infiltration area. The results of the testing provided rates of 48.7 inches per hour in infiltration area 1 and 25.7 inches per hour in Infiltration Area 2.. The MA stormwater Handbook allows for half of this rate to be used as the infiltration rate. The infiltration rates used in our calculations were the following: Basin 1 .20 in/hr, Basin 2 12 in/hr. Texture Class NRCS Hydrologic Soil Infiltration Rate Group (HSG) Inches/Hour Sand A 8.27 Loamy Sand A 2.41 Sandv Loam B 1.02 Loam B 0.52 Silt Loam C 0.27 Sandv Clav Loam C 0.17 Clay Loam D 0.09 Silty Clay Loam D 0.06 Sandy Clay D 0.05 Silty Clay D 0.04 Clay D 0.02 Table 2.3.3: Rawls, Brakensiek and Saxton, 1982 The maximum volume below the outlet of infiltration area 1 is 653 cf. At a rate of 20 inches per hour, all of the water will be exfiltrated in : (653 CF / 1140 sf)/( 20 IN/HR / 121N/FT) = 0.34 hours, which is less than the required 72 hours. The maximum volume below the outlet of infiltration area 2 is 653 cf. At a rate of 12 inches per hour, all of the water will be exfiltrated in : (653 CF / 1140 sf)/(12 IN/HR / 121N/FT) = 0.57 hours, which is less than the required 72 hours. Other Considerations for Standard 3 Volume 3, Chapter 1 of the Stormwater Management Standards states that no less than 65% of a site's impervious area should be directed to infiltration BMPs. For this project, the impervious area that will be directed into the infiltration BMP is 0.87 acre. The total impervious area of the site is 1.12 acre. 0.87/1.12 s.f. _ .77 > .65 ok SECTION A TSS Removal Calculations INSTRUCTIONS: Non-automated:Mar.4,2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations.Column A and B: See MassDEP Structural BMP Table 2.The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3.To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4.To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5.Total TSS Removal=Sum All Values in Column D Location: Pretreatment for Inf. Area 1 A B C D E TSS Removc- Starting TSS Amount Remaining BMP' Rate' Load* Removed (B*C) Load (C-D) Deep Sump and Hooded catch ' 0 basiin 0.25 1.00 0.25 0.75 E �+ Contech CDS � � N 0.86 0.75 0.65 0.10 V 0 I I CO Separate Form Needs to be Completed for Each outlet or 13MP Total TSS Removal = 90% Train Projecit: Rea Street Prepared By: JTM *Equals remaining load from previous BMP (E) Date: 10/16/2018 which enters the BMP INSTRUCTIONS: Non-automated:Mar.4,2008 1. Sheet is nonautomated. Print sheet and complete using hand calculations.Column A and B: See MassDEP Structural BMP Table 2.The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings 3.To complete Chart Column D, multiple Column B value within Row x Column C value within Row 4.To complete Chart Column E value, subtract Column D value within Row from Column C within Row 5.Total TSS Removal=Sum All Values in Column D Locationd Pretreatment for Inf. Area 2 A B C D E TSS Removc- Starting TSS Amount Remaining BMP' Rate' Load* Removed (B*C) Load (C-D) Deep Sump and Hooded catch ' 0 basiin 0.25 1.00 0.25 0.75 E �+ Contech CDS � � N 0.88 0.75 0.66 0.09 V 0 I I CO Separate Form Needs to be Completed for Each outlet or 13MP Total TSS Removal - 91% Train Projecit: Rea Street Prepared By: JTM *Equals remaining load from previous BMP (E) Date: 10/16/2018 which enters the BMP 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 Infiltration Area 1 B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 N 0 0 0.00 0.20 0.00 0.20 E 0 0.00 0.20 0.00 0.20 ~ 0.00 0.20 0.00 0.20 V V 0.00 0.20 0.00 0.20 Separate Form heeds to be completed for Each Total TSS Removal = 80% Outlet or BMP Train Project: Rea It Prepared By: JTM *Equals remaining load from previous BMP (E) Date: 7/31/2018 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 Infiltration Area 2 B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Subsurface Infiltration Structure 0.80 1.00 0.80 0.20 N 0 0 0.00 0.20 0.00 0.20 E 0 0.00 0.20 0.00 0.20 ~ 0.00 0.20 0.00 0.20 V V 0.00 0.20 0.00 0.20 Separate Form heeds to be completed for Each Total TSS Removal = 80% Outlet or BMP Train Project: Rea It Prepared By: JTM *Equals remaining load from previous BMP (E) Date: 7/31/2018 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 ENGINEERED C�4wvNTECH` VORTSENTRY® HS ESTIMATED NET ANNUAL TSS REDUCTION BASED ON THE RATIONAL RAINFALL METHOD REA STREET NORTH ANDOVER, MA Area 032 ac Unit Site Deignation IDII IH 1 Weighted C 0„9 Rainfall Station # 69 tc 6 imin Design Ratio' 0.0110 VSHS Model IHS36 VSHS Treatment Capacity 0.55 cfs Rainfall IntensitX Flow Rate (cfs) Operating Rate cfs/ft3 %Total Rainfall Rel. Effcv M in/hr 0.02 0.01 0.00022 10.2% 10.0% 0.04 0.01 0.00043 9.6% 9.5% 0.06 0.02 0.00065 9.4% 9.3% 0.08 0.02 0.00087 7.7% 7.6% 0.10 0.03 0.00108 8.6% 8.4% 0.12 0.03 0.00130 6.3% 6.2% 0.14 0.04 0.00152 4.7% 4.6% 0.16 0.05 0.00174 4.6% 4.5% 0.18 0.05 0.00195 3.5% 3.5% 0.20 0.06 0.00217 4.3% 4.3% 0.25 0.07 0.00271 8.0% 7.8% 0.30 0.09 0.00325 5.6% 5.5% 0.35 0.10 0.00380 4.4% 4.3% 0.40 0.12 0.00434 2.5% 2.5% 0.45 0.13 0.00488 2.5% 2.5% 0.50 0.14 0.00542 1.4% 1.4% 0.75 0.22 0.00814 5.0% 4.9% 1.00 0.29 0.01085 1.0% 1.0% 1.50 0.43 0.01627 0.0% 0.0% 2.00 0.58 0.02170 0.0% 0.0% 3.00 0.86 0.03254 0.3% 0.2% 97.6% % rain falling at >3"/hr= 0.2% Removal Efficiency Adjustment4= 6.5% Predicted Net Annual Load Removal Efficiency= 91.1% 1 - Design Ratio= (Total Drainage Area x Runoff Coefficient) /VortSentry HS Treatment Volume =The Total Drainage Area and Runoff Coefficient are specified by the site engineer. 2-Operating Rate (cfs/ft)= Rainfall Intensity("/hr)x Design Ratio 3- Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 4- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. ekwowNTECH" Tnwa.oaies ENGINEERED SOLUTIONS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD REA STREET NORTH ANDOVER, MA Area 0,.26 ac Unit Site Designation IDIIII1 2 Weighted C 0„9 Rainfall Station # 69 t' 6 m ii n CDS Model 1515-3 CDS Treatment Capacity 1.0 cfs Rainfall Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Intensity'in/hr Volume' Rainfall Volume cfs cfs Removal (%) 0.02 10.2% 10.2% 0.00 0.00 9.9 0.04 9.6% 19.8% 0.01 0.01 9.3 0.06 9.4% 29.3% 0.01 0.01 9.1 0.08 7.7% 37.0% 0.02 0.02 7.4 0.10 8.6% 45.6% 0.02 0.02 8.2 0.12 6.3% 51.9% 0.03 0.03 6.0 0.14 4.7% 56.5% 0.03 0.03 4.4 0.16 4.6% 61.2% 0.04 0.04 4.4 0.18 3.5% 64.7% 0.04 0.04 3.3 0.20 4.3% 69.1% 0.05 0.05 4.1 0.25 8.0% 77.1% 0.06 0.06 7.5 0.30 5.6% 82.7% 0.07 0.07 5.2 0.35 4.4% 87.0% 0.08 0.08 4.0 0.40 2.5% 89.5% 0.09 0.09 2.3 0.45 2.5% 92.1% 0.10 0.10 2.3 0.50 1.4% 93.5% 0.12 0.12 1.2 0.75 5.0% 98.5% 0.17 0.17 4.3 1.00 1.0% 99.5% 0.23 0.23 0.8 1.50 0.0% 99.5% 0.35 0.35 0.0 2.00 0.0% 99.5% 0.47 0.47 0.0 3.00 0.5% 100.0% 0.70 0.70 0.2 93.9 Removal Efficiency Adjustment2 = 6.5% Predicted %Annual Rainfall Treated = 93.5% Predicted Net Annual Load Removal Efficiency= 87.5% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. ekwowNTECH" Tnwa.oaies ENGINEERED SOLUTIONS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD REA STREET NORTH ANDOVER, MA Area 0,.40 ac Unit Site Designation IDIIII1 5 Weighted C 0„9 Rainfall Station # 69 t' 6 m ii n CDS Model 1515-3 CDS Treatment Capacity 1.0 cfs Rainfall Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Intensity'in/hr Volume' Rainfall Volume cfs cfs Removal (%) 0.02 10.2% 10.2% 0.01 0.01 9.8 0.04 9.6% 19.8% 0.01 0.01 9.3 0.06 9.4% 29.3% 0.02 0.02 9.0 0.08 7.7% 37.0% 0.03 0.03 7.4 0.10 8.6% 45.6% 0.04 0.04 8.1 0.12 6.3% 51.9% 0.04 0.04 5.9 0.14 4.7% 56.5% 0.05 0.05 4.4 0.16 4.6% 61.2% 0.06 0.06 4.3 0.18 3.5% 64.7% 0.07 0.07 3.3 0.20 4.3% 69.1% 0.07 0.07 4.0 0.25 8.0% 77.1% 0.09 0.09 7.3 0.30 5.6% 82.7% 0.11 0.11 5.0 0.35 4.4% 87.0% 0.13 0.13 3.9 0.40 2.5% 89.5% 0.14 0.14 2.2 0.45 2.5% 92.1% 0.16 0.16 2.2 0.50 1.4% 93.5% 0.18 0.18 1.2 0.75 5.0% 98.5% 0.27 0.27 4.0 1.00 1.0% 99.5% 0.36 0.36 0.7 1.50 0.0% 99.5% 0.54 0.54 0.0 2.00 0.0% 99.5% 0.72 0.72 0.0 3.00 0.5% 100.0% 1.08 1.00 0.1 92.2 Removal Efficiency Adjustment2 = 6.5% Predicted %Annual Rainfall Treated = 93.5% Predicted Net Annual Load Removal Efficiency= 85.7% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Stormwater Management Report for SECTION VII Water Quality Volume Calculations Stormwater Management Report for "Improvement of Rea Street" North Andover, MA Dated 6/11/18 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 VII Water Quality Volume Calculations The impervious area contributing to the infiltration/detention area is 38,035 square feet (from post-development HydroCAD report,. The Water Quality Volume (WQV) is equal to one-inch x the impervious area, or 1.0 inch x 1/12 inches per foot x 38,035 square feet = 3170 cubic feet. A Contech Water Quality Unit is proposed prior to any discharge of runoff from impervious areas. The Water Quality units will meet the requirement for the Water Quality Volume. Purpose: To calculate the water quality flow rate (WQF)over a given site area. In this situation the WQF is derived from the first 1" of runoff from the contributing impervious surface. Reference: Massachusetts Dept. of Environmental Protection Wetlands Program / United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual Procedure: Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred. Using the tc, read the unit peak discharge (qu)from Figure 1 or Table in Figure 2. qu is expressed in the following units: cfs/mil/watershed inches (csm/in). Compute Q Rate using the following equation: Q= (qu) (A) (WQV) where: Q =flow rate associated with first 1" of runoff qu =the unit peak discharge, in csm/in. A= impervious surface drainage area (in square miles) WQV=water quality volume in watershed inches (1" in this case) Structure Impv. A tc t; WQV Name acres miles2 min h r) in qu (csm/in.) Q(cfs) DMH 1 0.32 0.0004992 6.0 0.100 1.00 774.00 DMH 2 O.26 0.0004050 6.0 0.100 1.00 774.00 DMH 5 0.40 0.0006278 6.0 0.100 1.00 774.00 SECTION V IIII RIP RAP SIZING Appendix F Rip-Rap Sizing Calculations PIPE OUTLET PROTECTION APRON DESIGN And d50 RIPRAP SIZING PROJECT NAME : Improvement of Rea Street PROJECT#: CS 16028 BY: JTM CHECKED BY: DATE: STORM: 25-yr DATE: DOWMSTREAM CHANNEL(OR SPREADER)HYDRAULICS Culvert Diameter(Do) 12 Inches Peak Discharge Required 0.94 cfs Channel Bottom Width 6.0:Feet Hydraulic Gradient 0.02900 Feet/Feet Left Side Slope 10.0';:1(h:v) Right Side Slope 10.0';Afty) Depth of Flow* 0.250 Feet Manning's"n" 0.0312 Please refer to Figure 7-52 of HANDBOOK Area= 2.13 Square Feet Wetted Perimeter 11.02 Feet Hydraulic Radius 0.19 Feet Top Width= 11.00 Feet Velocity 2.71 Feet/Second Peak Discharge Determined 5.76 cfs La AND W CALCULATIONS: Culvert Diameter(Do) 12.0 Inches Assumes Channel Bottom at the Tail Water Depth(TW)*= 0.25 Feet Culvert Equals the Invert Outlet Length of Apron(La) 9 Feet Elevation of the Pipe. If this is not Width of Apron @ D.S End (W)= 12 Feet the case,the calculations involving Width of D.S.Apron if Channel(W)= 11.0 Feet the Tailwater will have to be calculated by hand. *If outletting to Flat Area use TW depth=0.2 x Do ROCK RIPRAP SIZE d50= 0.07 Feet or 0.88 Inches d50=(0.02 x Q"')/(Tw x Do) ROCK RIPRAP GRADATION(TABLE 7-24 OF NHDES HANDBOOK) %of Weight Smaller Than The Given Size Size of Stone in Inches 100 1.3 to 1.8 85 1.1 to 1.6 50 0.9 to 1.3 15 0.3 to 0.4 Minimum Rock Riprap Blanket Thickness 6.0 Inches Minimum Six inch Sand/Gravel Bedding or Geotextile Fabric Required Under All Rock Riprap FORMULAS USED(Reference NHDES HANDBOOK, Pages 7-114,7-115) Manning's Uniform Channel Flow-Q=(A x 1.486 x R"(2/3)x S^(1/2))/"n" Length of Apron(La)TW<Do/2- La=(1.8 x Q/Do^1.5)+7 x Do Length of Apron(La)TWDo/2- La=3.0 x Q/Do^1.5+7 x Do Width of Apron @ D.S End TW< Do/2- W=3 x Do+ La Width of Apron @ D.S End TW-Do/2- W=3 x Do+0.4 x La Width of D.S.Apron if in Channel- Ch. BW+Sum of Side Slopes x Flow Depth Width of Apron @ Culvert- We=3 x Do SECTION IX POLLUTION PREVENTION AND OPERATION AND MAINTENANCE PLAN - CONSTRUCTION PHASE POST CONSTURCTION Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 1.0 OWNERSHIP AND RESPONSIBILITY 1.1 Stormwater Management System Owners: The owners of the land(Messina Development and any successors) on which the Stormwater management systems are located shall be the owners of the systems. If and when the Town of North Andover accepts the roadway, utilities, and open space parcel, the town shall own the Stormwater management system components that lie within the roadway right-of-way and drainage easements. 1.2 Parties Responsible for Operation and Maintenance: The general contractor of the project shall be responsible for the operation and maintenance of the Stormwater management systems during construction. If and when the Town of North Andover accepts the roadway and utilities, the town will be responsible for the operation and maintenance of the stormwater management system components that lie within the roadway right-of-way and drainage easements 1.3 Erosion and Sedimentation Control Plan: Additional information on Erosion and Sedimentation Control Plan is provided in detail on Sheet 8 of 11 of the design plans. 2.0 IDENTIFICATION OF POTENTIAL STORMWATER POLLUTANTS The purpose of this section is to identify pollutants that could impact storm water during the construction of this project. 2.1 Significant Material Inventory Pollutants that result from clearing, grading, excavation and building materials that have the potential to be present in storm water runoff are listed in Table 1. This table includes information regarding material type, chemical and physical description and the specific regulated storm water pollutants associated with each material. 2.2 Potential Areas for Storm Water Contamination The following potential source areas of storm water contamination were identified and evaluated: ■ Cleared and graded areas; ■ Asphalt roadway and driveway construction; ■ Building construction; ■ Construction site entrance; ■ Tree removal areas; Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 ■ All undisturbed areas. Table 1 Potential Construction Site Storm Water Pollutants TRADE NAME CHEMICAL/PHYSICAL STORM WATER MATERIAL DESCRIPTION(') POLLUTANTS(') Pesticides(insecticides, Chlorinated hydrocarbons, fungicides,herbicides, Various colored to colorless organophosphates,carbamates, liquid,powder,pellets,or grains rodenticides) arsenic Fertilizer Liquid or solid grains Nitrogen,phosphorous Plaster White granules of powder Calcium sulphate,calcium carbonate, sulfuric acid Colorless,blue or yellow-green Perchloroethylene,menthylene Cleaning Solvents liquids chloride,trichloroethylene, petroleum distillates Bituminous Asphalt Black solid Oil,petroleum distillates Concrete White solid Limestone,sand Glue,adhesives White or yellow liquid Polymers,epoxies Paints Various colored liquid Metal oxides,Stoddard solvent,talc, calcium carbonate,arsenic Curing compounds Creamy white liquid Na ht Wastewater from construction g Water Soil,oil and grease,solids equipment washin Wood preservatives Clear,amber or dark brown liquid Stoddard solvent,petroleum distillates,arsenic,copper,chromium,,,,,,, Hydraulic oil/fluids Brown or red oily petroleum Mineral oil hydrocarbon Gasoline Colorless,pale brown or pink Benzene,ethyl benzene,toluene, petroleum hydrocarbon xylene,MTBE Diesel Fuel Clear,blue-green to yellow liquid Petroleum distillates,oil and grease, naphthalene,xylenes Kerosene Pale yellow liquid petroleum Coal oil,petroleum distillates hydrocarbon Antifreeze/coolant Clear green/yellow liquid Ethylene glycol,propylene glycol, heavy metals(copper,lead,zinc) Solid Erosion articles S .... .... .... .... � .... .... p .... .... .. oil,sediment .... .....� 0)Data obtained from MSDSs when available. Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 Table 2 presents site specific information regarding storm water pollution potential for each of these areas. Table 2 Locations of Potential Sources of Storm Water Contamination POTENTIAL STORM WATER DRAINAGE POTENTIAL POTENTIAL PROBLEMS CONTAMINATION AREAS") POLLUTANTS POINT Erosion of soils from cleared and Cleared and graded areas All Soil erosion,fertilizer, graded areas have the potential to pesticides discharge into protected resource areas Leaking hydraulic oil and antifreeze from clearing,grading and asphalt application construction equipment. Asphalt roads and Asphalt,hydraulic oil, Gasoline and diesel fuel spills while driveways and All gasoline,antifreeze,soil fueling construction equipment,and construction site entrance erosion,fertilizer,pesticides erosion of exposed and stockpiled soils. Asphalt chemicals can be released to storm water if a rain event occurs before curing is complete. Plaster,cleaning solvents, Accidental spills of paints and asphalt,concrete,paints, cleaning solvents,leaking hydraulic hydraulic oil,gasoline, oil and antifreeze from construction antifreeze,soil erosion, equipment,gasoline and diesel fuel Building construction All fertilizer,pesticides, spills while fueling construction glue/adhesives,curing equipment,erosion of exposed and compounds,wood stockpiled soils,and degradation of preservatives,kerosene scrap dry wall can potentially contaminate storm water. Soil erosion,fertilizer, Ruts caused by logging equipment Tree removal areas All pesticides can fill with water,preventing complete re-vegetation. All undisturbed areas All None No storm water related issues with completely vegetated areas. Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 2.3 Summary of Available Storm Water Samplin, Data No storm water sampling data is available for this site. STORMWATER MANAGEMENT CONTROLS The purpose of this section is to identify the types of temporary and permanent erosion and sediment controls that will be used during construction activities. The controls will provide soil stabilization for disturbed areas and structural controls to divert runoff and remove sediment. This section will also address control of other potential storm water pollutant sources such as construction materials (paints, concrete dust, solvents, and plaster), waste disposal, control of vehicle traffic, and sanitary waste disposal. 2.4 Temporary and Permanent Erosion Control Practices A list of best management practices (BMPs) is included as Table 3;. 2.5 Site Wide Control Measures To prevent soil from washing into adjacent resource areas the following BMPs will be implemented: 2.5.1 SiltSoxx barriers will be placed along the perimeter of the area to be cleared and graded before any clearing or grading takes place. 2.5.2 Soil stockpiles are to be covered and surrounded by a double row of hay bales. 2.5.3 A construction entrance will be installed Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 Table 3 BEST MANAGEMENT PRACTICE MAINTENANCE ---------- BEST DRAINAGE TYPE MAINTENANCE MANAGEMENT AREAS PRACTICE Construction Built up sediment will be removed from behind silt fence Siltsoxx All Phase when it has reached one-third the height of the fence. -The paved street adjacent to the site entrance will be swept daily to remove excess mud,dirt,or rock tracked from the site. Stabilized -Dump trucks hauling material from the construction site are to Construction All Construction have their payload covered with a tarpaulin. Entrance Phase -The stabilized construction entrance will be inspected for sediment tracked on the road,for clean gravel,and to make sure that the culvert beneath the entrance is working and that all traffic use the stabilized entrance when leaving the site. 2.6 Construction Practices to Minimize Storm Water Contamination All waste materials will be collected and stored in a securely lidded metal dumpster rented through a reputable, licensed solid waste management company. The dumpster is to be located outside the buffer zone to resource areas on site. All trash and construction debris from the site will be deposited in the dumpster. The dumpster will be emptied a minimum of twice per week and the trash disposed of in accordance to all local, state and federal regulations. All personnel will be instructed regarding the correct procedure for waste disposal. All sanitary waste will be collected from the portable units a minimum of three times per week by a licensed sanitary waste management contractor. Good housekeeping and spill control practices will be followed during construction to minimize storm water Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 contamination from petroleum products, fertilizers,paints and concrete. Good housekeeping practices are listed below: 2.6.1 A stabilized construction entrance will be constructed at the end of Rea Street and the at the intersection of North Cross Road to reduce vehicle tracking of sediments. 2.6.2 The paved street adjacent to the site entrance will be swept daily to remove excess mud, dirt, or rock tracked from the site. 2.6.3 Dump trucks hauling material from the construction site are to have their payload covered with a tarpaulin. 2.6.4 All ruts caused by equipment used for cutting and removing of trees will be graded and re-vegetated. 2.6.5 Fertilizers will be applied only in the minimum amounts recommended by the manufacturer. 2.6.6 Fertilizers will be worked into the soil to limit exposure to storm water. 2.6.7 Fertilizers will be stored in a covered shed and partially used bags will be transferred to a sealable bin to avoid spills. 2.6.8 All vehicles on site will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. 2.6.9 Petroleum products will be stored in tightly sealed containers which are clearly labeled. 2.6.10 Spill kits will be included with all fueling sources and maintenance activities. 2.6.11 Any asphalt substances used on-site will be applied according to the manufacturer's recommendation. 2.6.12 Sanitary waste will be collected from portable units a minimum of three times a week to avoid overfilling. 2.6.13 A covered dumpster will be used for all waste materials. 2.6.14 All paint containers and curing compounds will be tightly sealed and stored when not in use. Excess paint will not be discharged into the storm sewers, but will be properly disposed of in accordance to the manufacturer's instructions. 2.6.15 Materials and equipment necessary for spill clean up will be kept in the temporary material storage trailer on-site. Equipment will include, but not be limited to, brooms, dust pans, mops, rags, gloves, goggles, kitty litter, sand, saw dust, and plastic and metal trash containers. 2.6.16 Spray guns will be cleaned on a removable tarp. Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 2.6.17 All spills will be cleaned up upon discovery. Spills large enough to reach the storm water treatment system will be reported to the engineer, environmental monitor,North Andover Conservation Commission and the Nation Response Center at(800) 424-8802. 2.6.18 Concrete trucks will not be allowed to wash out or discharge surplus concrete or drum wash water on the site. 2.6.19 Form release oil used for building foundations will be applied over a pallet covered with an absorbent material to collect excess fluid. The absorbent material will be replaced and disposed of properly when saturated. 2.6.20 When testing/cleaning water supply lines, the discharge from the tested pipe(s)will be collected and conveyed to a completed section of the storm sewer for discharge into the sedimentation basin. 2.7 Coordination of BMPs with Construction Activities Structural BMPs will be coordinated with construction activities so the BMP is in place before construction begins. The following BMPs will be coordinated with construction activities: 2.7.1 The temporary perimeter controls (siltsoxx)will be installed before any clearing and grading begins. 2.7.2 Clearing and grading will not occur in an area until it is necessary for construction to proceed. 2.7.3 The stabilized construction site entrance and sedimentation basins will be constructed before clearing and grading begins. 2.7.4 Once construction activity ceases permanently in an area, that area will be stabilized with permanent seed and mulch. 2.7.5 After the entire site is stabilized, the accumulated sediment will be removed from the sediment basins or other structural BMPs. 2.7.6 The temporary perimeter controls (silt fence and hay bales)will not be removed until all construction activities at the site are complete and soils have been stabilized. 3.0 CERTIFICATION OF COMPLIANCE WITH FEDERAL, STATE AND LOCAL REGULATIONS Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 This Operation and Maintenance Plan reflects the storm water management requirements of the Town of North Andover and the Commonwealth of Massachusetts, as well as the requirements of the US EPA's National Pollutant Discharge Elimination System (NPDES) permit. There are no other applicable State or Federal requirements for sediment and erosion site plans (or permits) or storm water management site plans (or permits). 4.0 INSPECTION AND MAINTENANCE OF STORMWATER MANAGEMENT CONTROLS: Visual inspections of cleared and graded areas should be performed weekly (silt fence/hay bale barriers should be inspected daily by the General Contractor) and within 12 hours of a rainfall event of 0.5 inches or greater. The inspection will be conducted by the Erosion Control monitor. The inspection will, at a minimum, verify that the structural BMPS listed in Table 3 of this plan are in good condition and minimizing erosion. Any entrapped silt shall be removed to an area outside of the buffer zone and wetland resource areas; silt fence and hay bales shall be replaced as necessary. The inspection will also verify that the procedures used to prevent storm water contamination from construction materials and petroleum products are effective. The maintenance inspection report will be made after each inspection. A copy of the report form to be completed by the Erosion Control Monitor is provided in Appendix A of this Operations and Maintenance Plan. Completed forms will be maintained on-site during the entire construction project. Copies of the forms will be sent weekly to the environmental monitor, design engineer, and North Andover Conservation Commission. Following construction, the completed forms will be retained at the general contractor's office for a minimum of one year. If construction activities or design modifications are made to the site plan which could impact storm water, this plan will be amended appropriately. The amended plan will have a description of the new activities that contribute to the increased pollutant loading and the planned source control activities. 4.1 Construction Phase 4.1.1 Erosion Control shall be inspected and maintained/reinforced on a daily basis during construction. Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 4.1.2 Built up sediment will be removed from behind silt fence when it has reached one-third the height of the fence. 4.1.3 Silt fences will be inspected for depth of sediment, for tears, to see if the fabric is securely attached to the fence posts, and to see that fence posts are securely in the ground. 4.1.4 All exposed soil finish surfaces shall be immediately landscaped and stabilized; or loamed, seeded and mulched with a layer of mulch hay. Outside of the growing season, surfaces shall be covered with a layer of mulch hay until climate conditions allow for seeding. 4.1.5 Immediately upon installation of any catch basin or storm drain, erosion control devices shall be set and staked around the inlet to prevent sediment from entering the drainage system prior to paving. 4.1.6 All stockpile areas are to be covered, and should have a double row of haybales staked at the base. 4.1.7 During construction, all drainage structures shall be cleaned on an as needed basis and/or after heavy rainfalls. Prior to the placement of any impervious materials on site, all drainage structures shall be properly installed and functional. 4.1.8 During construction (after paving) street sweeping shall be performed on a monthly basis to remove sediment before it enters the catch basins and drainage swales. 4.1.9 Temporary and permanent seeding will be inspected for bare spots, washouts, and healthy growth. 4.1.10 Snow Removal and Storage All snow from impervious surfaces shall be plowed to adjacent vegetated pervious surfaces to melt and recharge into the ground or run off into the stormwater system for treatment. If snow piles on site become too large to accommodate additional plowed snow they should be removed from the site; snow shall never be plowed onto adjacent properties or into adjacent resource areas. 4.1.11 De-Icing and Sanding De-icing compounds shall be used sparingly and only in areas required for the safety of the public. Sanding of the driveways and walks should also be kept to a minimum; if sanding is required the best management practices listed in this plan should be inspected immediately after the winter and, if needed, accumulated sediment from sanding shall be removed. Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 5.0 ILLICIT DISCHARGES Recording of this Instrument constitutes agreement by the Owner and Operator of the facility that no stormwater discharges other than those outlined on this plan are allowed for this site. Appendix A Inspection Logs Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 Inspection and Maintenance Report Form To be completed every 7 days and within 24 hours of a rainfall event of 0.5 inches or more. Inspector: Date: Inspector's Qualifications: Days since last rainfall: days Amount of last rainfall: in. Stabilization Measures Date Since Drainage Last Date of Next Stabilized Stabilized Condition Area Disturbance Disturbance (Yes/No) With P1 P2 P3 P4 P5 P6 P7 P8 Stabilization required: Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 To be performed by: On or before: Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 Inspection and Maintenance Report Form Infiltration Basin Depth of Sediment in Any Evidence of Swales Condition of Swale Overtopping of the Condition of Outfall (inches) Side Sloped Embankment from Swales (Yes/No) Maintenance required for sediment forebay/basin: To be performed by: On or before: Stabilized Construction Entrance(Area Does Much Sediment Does all Traffic use Is the Culvert Beneath Get Tracked onto Is Gravel Clean or the Stabilized the Entrance Road? Full of Sediment? Entrance to Leave the Working? Site? Maintenance required for stabilized construction entrance(Area Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 To be performed by: On or before: Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 Inspection and Maintenance Report Form Perimeter Controls: Date: Siltsoxx Has Silt If a Problem Drainage Reached 113 Depth of Is Fence Is There is Found, Area of Fence Silt? Properly Evidence of List Nearest Height? Secured? Overtopping? Flag No. (Yes/No) P8 Maintenance required for silt fence and hay bales: To be performed by: On or before: Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan - Post Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 OWNERSHIP AND RESPONSIBILITY 1.1 Stormwater Management System Owners: The owners of the land(Messina Development, and any successors) on which the stormwater management systems are located shall be the owners of the systems. If and when the Town of North Andover accepts the roadway, utilities, and open space parcel, the town shall own the stormwater management system components that lie within the roadway right-of-way and roadway casement. The Homeowner's Association shall own the stormwater structures located within their respective lots and drainage easements. 1.2 Parties Responsible for Operation and Maintenance: If and when the Town of North Andover accepts the roadway and utilities, the town or a Home Owners Association will be responsible for the operation and maintenance of the stormwater management system components that lie within the roadway right-of-way and drainage easements STORMWATER MANAGEMENT CONTROLS The purpose of this section is to identify the types of best management practices (BMPs) 1.3 Permanent Erosion Control Practices A list of best management practices (BMPs) is included as Table 1; a number of the BMPs listed have been developed to serve as post-construction storm water controls. Refer to Attached Figure for locations of BMP's to be maintained 1 Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan - Post Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 Table I BEST MANAGEMENT PRACTICE MAINTENANCE BEST DRAINAGE TYPE/ MAINTENANCE MANAGEMENT AREAS RESPONSIB PRACTICE -ILITY Construction Inspect through inspection ports each spring.If not standing Infiltration 1, 2,3,4,5 Phase& water system is functioning. Areas Permanent If sediment has accumulated flush chambers and remove water with a vacuum truck -Inspect units four(4)times per year and at the end of the foliage and snow removal seasons. -Sediment shall be removed four(4)times per year or whenever the depth of sediment is greater than or Deep Sump 1,2,3,4,5,6 Permanent equal to one half the depth from the bottom of the Catch Basins invert of the lowest pipe in the basin. Removal should be completed with either a clarnshell bucket or vacuum truck, a vacuum truck is the preferred method for removal. Inspect infiltration systems after every major Roof Runoff All Permanent storm in the first few months after Infiltration construction to ensure proper stabilization, Systems and function. Thereafter, inspect annually. Perform repairs as necessary. -Inspect units four(4)times per year and at the end of the foliage and snow removal seasons. -Sediment shall be removed four(4)times per year or whenever the depth of sediment is greater than or Contech CDS 1,2,3,4,5,6 Permanent equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. Removal should be completed with either a clarnshell bucket or vacuum truck, a vacuum truck is the preferred method for removal. 2.0 CERTIFICATION OF COMPLIANCE WITH FEDERAL, STATE AND LOCAL REGULATIONS 2 Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan - Post Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 This Operation and Maintenance Plan reflects the storm water management requirements of the Town of North Andover and the Commonwealth of Massachusetts, as well as the requirements of the US EPA's National Pollutant Discharge Elimination System (NPDES)permit. There are no other applicable State or Federal requirements for sediment and erosion site plans (or permits) or storm water management site plans (or permits). 3.0 INSPECTION AND MAINTENANCE OF STORMWATER MANAGEMENT CONTROLS: 3.1 Post-Construction: The following maintenance schedule for stormwater controls shall be established in accordance with Table 1 of this plan. 3.1.1 Deep Sump, Hooded Catch Basins & Contech CDS Units 3.1.1.1 Inspect units four(4) times per year and at the end of the foliage and snow removal seasons. 3.1.1.1.1 Sediment shall be removed four(4) times per year or whenever the depth of sediment is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. Removal should be completed with either a clamshell bucket or vacuum truck, a vacuum truck is the preferred method for removal. 3.1.2 Infiltration Chambers Infiltration Chambers should be inspected annually. The inspection will entail viewing the bottom of the chambers through the monitoring ports to determine if the units are draining properly. Water should not be standing in the chambers 72 hours after a storm. 3.1.3 Roof Runoff Infiltration Areas Inspect infiltration areas after every major storm in the first few months after construction to ensure proper stabilization and function. Thereafter, inspect annually. Measure the water depth in the 3 Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan- Post Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 observation well at 24- and 48-hour intervals after a storm. Calculate clearance rates by dividing the drop in water level (inches)by the time elapsed (hr). If the infiltration area has not completely drained after 48 hours, it may indicate that the bottom of the area has failed. To rehabilitate a failed infiltration area, the entire system must be excavated(all of the stone aggregate, filter fabric, and chambers must be removed) and the bottom of the area must be scarified and tilled to induce infiltration. Clean septic sand should be used to replace any failed or plugged soil. The system must be rebuilt to the original specifications using the original chambers (if intact) and new stone aggregate and filter fabric. 3.1.4 Snow Removal and Storage Snow will be plowed from roadway onto shoulders. Snow from the driveways shall be plowed onto thelots. All snow from impervious surfaces shall be plowed to adjacent vegetated pervious surfaces to melt and recharge into the ground or run off into the stormwater system for treatment. If snow piles on site become too large to accommodate additional plowed snow they should be removed from the site; snow shall never be plowed onto adjacent properties or into adjacent resource areas. 3.1.5 De-Icing and Sanding De-icing compounds shall be used sparingly and only in areas required for the safety of the public. Sanding of the driveways and walks should also be kept to a minimum; if sanding is required the best management practices listed in this plan should be inspected immediately after the winter and, if needed, accumulated sediment from sanding shall be removed. 3.2 Estimated Operations and Maintenance Budget 4 Improvement of Rea Street North Andover Mass. Pollution Prevention and Operations and Maintenance Plan - Post Construction Phase Date: June 11, 2018 Revised: June 26, 2018 Revised: July 31, 2018 Revised: September 18, 2018 Revised: September 28, 2018 Revised: October 17, 2018 Any opinions of probable project cost or probable construction cost provided by Christiansen& Sergi, Inc. are made on the basis of information available to Christiansen& Sergi, Inc and on the basis of Christiansen & Sergi, Inc's experience and qualifications, and represents its judgment as an experienced and qualified professional engineer. However, since Christiansen& Sergi, Inc has no control over the cost of labor, materials, equipment or services furnished by others, or over the contractor(s') methods of determining prices, or over competitive bidding or market conditions, Christiansen & Sergi, Inc does not guarantee that proposals, bids or actual project or construction cost will not vary from opinions of probable cost Christiansen& Sergi, Inc prepares. 3.2.1 Deep Sump, Hooded Catch Basins & Contech CDS Units (4 times/yr.) 3.2.1.1 Vacuum Truck— 4 hr @ $100/hr 3.2.1.2 Disposal - $100 Subtotal - $2,000/year 3.2.3 Roof Drywell/Infiltration Areas 4.3.3.1 Engineer- 8 hr @ $150/hr. (1 time/yr.) Subtotal- $1,200 Total Annual Estimated Operating Budget: $3,200/year 4.0 ILLICIT DISCHARGES Recording of this Instrument constitutes agreement by the Owner and Operator of the facility that no stormwater discharges other than those outlined on this plan are allowed for this site. 5 E1 /� 40S EXISTIN NORTH Off-site wetl nds North CR SS of Br ok A D P 1 (ne Pond) At Rea Street Culve 35R Downstream of Rea Street Culverts Subcat Reach onILinkl Routing Diagram for EXIST. DRAINAGE rev 10-17-18 Prepared by{enter your company name here}, Printed 10/22/2018 HydroCAD®10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC EXIST. DRAINAGE rev 10-17-18 Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.062 39 >75% Grass cover, Good, HSG A (40S, E1) 0.508 61 >75% Grass cover, Good, HSG B (40S) 0.240 98 Paved parking, HSG A (40S, E1) 0.076 98 Paved parking, HSG B (40S) 5.948 98 Wetlands (E1) 7.064 30 Woods, Good, HSGA (40S, E1) 3.112 55 Woods, Good, HSG B (40S, E1) 19.011 58 TOTAL AREA EXIST. DRAINAGE rev 10-17-18 Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 9.366 HSG A 40S, E1 3.696 HSG B 40S, E1 0.000 HSG C 0.000 HSG D 5.948 Other E1 19.011 TOTAL AREA EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 4 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 34P: (new Pond) Peak Elev=160.95' Storage=2,159 cf Inflow=0.46 cfs 0.070 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=0.04 cfs 0.022 of Reach 35R: Downstream of Rea Street Culverts Inflow=9.96 cfs 1.525 of Outflow=9.96 cfs 1.525 of Subcatchment40S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>0.24" Flow Length=215' Tc=13.0 min CN=WQ Runoff=0.46 cfs 0.070 of Reach DP1:At Rea Street Culvert Inflow=9.96 cfs 1.503 of Outflow=9.96 cfs 1.503 of SubcatchmentE1: Off-site wetlands Runoff Area=673,576 sf 39.66% Impervious Runoff Depth>1.17" Flow Length=2,127' Tc=35.7 min CN=WQ Runoff=9.96 cfs 1.503 of Total Runoff Area = 19.011 ac Runoff Volume = 1.573 of Average Runoff Depth = 0.99" 67.05% Pervious = 12.747 ac 32.95% Impervious = 6.264 ac EXIST. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 5 Summary for Pond 34P: (new Pond) Inflow Area = 3.547 ac, 3.69% Impervious, Inflow Depth > 0.24" for 2-Year event Inflow = 0.46 cfs @ 12.22 hrs, Volume= 0.070 of Outflow = 0.04 cfs @ 17.05 hrs, Volume= 0.022 af, Atten= 92%, Lag= 289.8 min Primary = 0.04 cfs @ 17.05 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 160.95' @ 17.05 hrs Surf.Area= 3,285 sf Storage= 2,159 cf Plug-Flow detention time= 469.0 min calculated for 0.022 of(32% of inflow) Center-of-Mass det. time= 281.1 min ( 1,147.2 - 866.1 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.04 cfs @ 17.05 hrs HW=160.95' (Free Discharge) L1=Culvert (Barrel Controls 0.04 cfs @ 1.57 fps) EXIST. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 6 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 EXIST. DRAINAGE rev 10-17-18 Type 11124-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 7 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 19.011 ac, 32.95% Impervious, Inflow Depth > 0.96" for 2-Year event Inflow = 9.96 cfs @ 12.47 hrs, Volume= 1.525 of Outflow = 9.96 cfs @ 12.47 hrs, Volume= 1.525 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 40S: EXISTING NORTH CROSS Runoff = 0.46 cfs @ 12.22 hrs, Volume= 0.070 af, Depth> 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total EXIST. DRAINAGE rev 10-17-18 Type 11124-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 9 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 15.463 ac, 39.66% Impervious, Inflow Depth > 1.17" for 2-Year event Inflow = 9.96 cfs @ 12.47 hrs, Volume= 1.503 of Outflow = 9.96 cfs @ 12.47 hrs, Volume= 1.503 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment E1: Off-site wetlands North of Brook Runoff = 9.96 cfs @ 12.47 hrs, Volume= 1.503 af, Depth> 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 259,111 98 Wetlands 35,000 39 >75% Grass cover, Good, HSG A 8,031 98 Paved parking, HSG A 281,757 30 Woods, Good, HSG A 89,677 55 Woods, Good, HSG B 673,576 Weighted Average 406,434 60.34% Pervious Area 267,142 39.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.15" 10.1 648 0.0460 1.07 Shallow Concentrated Flow, OVER LAND Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, STREAM Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 Very weedy reaches w/pools 35.7 2,127 Total EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 11 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 34P: (new Pond) Peak Elev=161.22' Storage=3,093 cf Inflow=1.68 cfs 0.198 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=0.49 cfs 0.147 of Reach 35R: Downstream of Rea Street Culverts Inflow=16.47 cfs 2.598 of Outflow=16.47 cfs 2.598 of Subcatchment40S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>0.67" Flow Length=215' Tc=13.0 min CN=WQ Runoff=1.68 cfs 0.198 of Reach DP1:At Rea Street Culvert Inflow=16.12 cfs 2.451 of Outflow=16.12 cfs 2.451 of SubcatchmentE1: Off-site wetlands Runoff Area=673,576 sf 39.66% Impervious Runoff Depth>1.90" Flow Length=2,127' Tc=35.7 min CN=WQ Runoff=16.12 cfs 2.451 of Total Runoff Area = 19.011 ac Runoff Volume = 2.649 of Average Runoff Depth = 1.67" 67.05% Pervious = 12.747 ac 32.95% Impervious = 6.264 ac EXIST. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 12 Summary for Pond 34P: (new Pond) Inflow Area = 3.547 ac, 3.69% Impervious, Inflow Depth > 0.67" for 10-Year event Inflow = 1.68 cfs @ 12.20 hrs, Volume= 0.198 of Outflow = 0.49 cfs @ 12.72 hrs, Volume= 0.147 af, Atten= 71%, Lag= 31.2 min Primary = 0.49 cfs @ 12.72 hrs, Volume= 0.147 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 161.22' @ 12.72 hrs Surf.Area= 3,846 sf Storage= 3,093 cf Plug-Flow detention time= 189.6 min calculated for 0.147 of(74% of inflow) Center-of-Mass det. time= 88.6 min ( 961.7 - 873.1 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.49 cfs @ 12.72 hrs HW=161.22' (Free Discharge) L1=Culvert (Barrel Controls 0.49 cfs @ 2.93 fps) EXIST. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 13 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 14 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 19.011 ac, 32.95% Impervious, Inflow Depth > 1.64" for 10-Year event Inflow = 16.47 cfs @ 12.48 hrs, Volume= 2.598 of Outflow = 16.47 cfs @ 12.48 hrs, Volume= 2.598 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 40S: EXISTING NORTH CROSS Runoff = 1.68 cfs @ 12.20 hrs, Volume= 0.198 af, Depth> 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 16 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 15.463 ac, 39.66% Impervious, Inflow Depth > 1.90" for 10-Year event Inflow = 16.12 cfs @ 12.48 hrs, Volume= 2.451 of Outflow = 16.12 cfs @ 12.48 hrs, Volume= 2.451 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment E1: Off-site wetlands North of Brook Runoff = 16.12 cfs @ 12.48 hrs, Volume= 2.451 af, Depth> 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 259,111 98 Wetlands 35,000 39 >75% Grass cover, Good, HSG A 8,031 98 Paved parking, HSG A 281,757 30 Woods, Good, HSG A 89,677 55 Woods, Good, HSG B 673,576 Weighted Average 406,434 60.34% Pervious Area 267,142 39.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.15" 10.1 648 0.0460 1.07 Shallow Concentrated Flow, OVER LAND Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, STREAM Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 Very weedy reaches w/pools 35.7 2,127 Total EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 18 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 34P: (new Pond) Peak Elev=161.54' Storage=4,435 cf Inflow=3.07 cfs 0.349 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=1.46 cfs 0.295 of Reach 35R: Downstream of Rea Street Culverts Inflow=22.80 cfs 3.585 of Outflow=22.80 cfs 3.585 of Subcatchment40S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>1.18" Flow Length=215' Tc=13.0 min CN=WQ Runoff=3.07 cfs 0.349 of Reach DP1:At Rea Street Culvert Inflow=21.38 cfs 3.290 of Outflow=21.38 cfs 3.290 of Subcatchment E1: Off-site wetlands Runoff Area=673,576 sf 39.66% Impervious Runoff Depth>2.55" Flow Length=2,127' Tc=35.7 min CN=WQ Runoff=21.38 cfs 3.290 of Total Runoff Area = 19.011 ac Runoff Volume = 3.639 of Average Runoff Depth = 2.30" 67.05% Pervious = 12.747 ac 32.95% Impervious = 6.264 ac EXIST. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 19 Summary for Pond 34P: (new Pond) Inflow Area = 3.547 ac, 3.69% Impervious, Inflow Depth > 1.18" for 25-Year event Inflow = 3.07 cfs @ 12.20 hrs, Volume= 0.349 of Outflow = 1.46 cfs @ 12.56 hrs, Volume= 0.295 af, Atten= 52%, Lag= 21.6 min Primary = 1.46 cfs @ 12.56 hrs, Volume= 0.295 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 161.54' @ 12.56 hrs Surf.Area= 4,532 sf Storage= 4,435 cf Plug-Flow detention time= 126.3 min calculated for 0.295 of(85% of inflow) Center-of-Mass det. time= 57.0 min ( 926.4 - 869.4 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.46 cfs @ 12.56 hrs HW=161.54' (Free Discharge) L1=Culvert (Barrel Controls 1.46 cfs @ 3.66 fps) EXIST. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 20 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 21 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 19.011 ac, 32.95% Impervious, Inflow Depth > 2.26" for 25-Year event Inflow = 22.80 cfs @ 12.48 hrs, Volume= 3.585 of Outflow = 22.80 cfs @ 12.48 hrs, Volume= 3.585 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 40S: EXISTING NORTH CROSS Runoff = 3.07 cfs @ 12.20 hrs, Volume= 0.349 af, Depth> 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 23 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 15.463 ac, 39.66% Impervious, Inflow Depth > 2.55" for 25-Year event Inflow = 21.38 cfs @ 12.48 hrs, Volume= 3.290 of Outflow = 21.38 cfs @ 12.48 hrs, Volume= 3.290 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment E1: Off-site wetlands North of Brook Runoff = 21.38 cfs @ 12.48 hrs, Volume= 3.290 af, Depth> 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 259,111 98 Wetlands 35,000 39 >75% Grass cover, Good, HSG A 8,031 98 Paved parking, HSG A 281,757 30 Woods, Good, HSG A 89,677 55 Woods, Good, HSG B 673,576 Weighted Average 406,434 60.34% Pervious Area 267,142 39.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.15" 10.1 648 0.0460 1.07 Shallow Concentrated Flow, OVER LAND Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, STREAM Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 Very weedy reaches w/pools 35.7 2,127 Total EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 25 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 34P: (new Pond) Peak Elev=162.32' Storage=8,626 cf Inflow=7.50 cfs 0.767 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=3.68 cfs 0.709 of Reach 35R: Downstream of Rea Street Culverts Inflow=37.42 cfs 6.041 of Outflow=37.42 cfs 6.041 of Subcatchment40S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>2.59" Flow Length=215' Tc=13.0 min CN=WQ Runoff=7.50 cfs 0.767 of Reach DP1:At Rea Street Culvert Inflow=33.75 cfs 5.332 of Outflow=33.75 cfs 5.332 of Subcatchment E1: Off-site wetlands Runoff Area=673,576 sf 39.66% Impervious Runoff Depth>4.14" Flow Length=2,127' Tc=35.7 min CN=WQ Runoff=33.75 cfs 5.332 of Total Runoff Area = 19.011 ac Runoff Volume = 6.099 of Average Runoff Depth = 3.85" 67.05% Pervious = 12.747 ac 32.95% Impervious = 6.264 ac EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 26 Summary for Pond 34P: (new Pond) Inflow Area = 3.547 ac, 3.69% Impervious, Inflow Depth > 2.59" for 100-Year event Inflow = 7.50 cfs @ 12.20 hrs, Volume= 0.767 of Outflow = 3.68 cfs @ 12.52 hrs, Volume= 0.709 af, Atten= 51%, Lag= 19.6 min Primary = 3.68 cfs @ 12.52 hrs, Volume= 0.709 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 162.32' @ 12.52 hrs Surf.Area= 6,141 sf Storage= 8,626 cf Plug-Flow detention time= 76.8 min calculated for 0.709 of(92% of inflow) Center-of-Mass det. time= 38.3 min ( 895.3 - 857.0 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=3.67 cfs @ 12.52 hrs HW=162.32' (Free Discharge) L1=Culvert (Barrel Controls 3.67 cfs @ 4.68 fps) EXIST. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 27 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 28 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 19.011 ac, 32.95% Impervious, Inflow Depth > 3.81" for 100-Year event Inflow = 37.42 cfs @ 12.49 hrs, Volume= 6.041 of Outflow = 37.42 cfs @ 12.49 hrs, Volume= 6.041 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 40S: EXISTING NORTH CROSS Runoff = 7.50 cfs @ 12.20 hrs, Volume= 0.767 af, Depth> 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 30 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 15.463 ac, 39.66% Impervious, Inflow Depth > 4.14" for 100-Year event Inflow = 33.75 cfs @ 12.49 hrs, Volume= 5.332 of Outflow = 33.75 cfs @ 12.49 hrs, Volume= 5.332 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs EXIST. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment E1: Off-site wetlands North of Brook Runoff = 33.75 cfs @ 12.49 hrs, Volume= 5.332 af, Depth> 4.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 259,111 98 Wetlands 35,000 39 >75% Grass cover, Good, HSG A 8,031 98 Paved parking, HSG A 281,757 30 Woods, Good, HSG A 89,677 55 Woods, Good, HSG B 673,576 Weighted Average 406,434 60.34% Pervious Area 267,142 39.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, SHEET Grass: Short n= 0.150 P2= 3.15" 10.1 648 0.0460 1.07 Shallow Concentrated Flow, OVER LAND Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, STREAM Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 Very weedy reaches w/pools 35.7 2,127 Total 17S 24S 25S 2 29S 34S 1 P 26S 27S 3� 3P LOT 2R F ROOF O G 2 c�a 35S � c�6 s 37S P7 Al A2 � LOT 5 ROOF 18 19 ---A 22 DMH4 CB DMHS DMH7 DMHS 36S MH2 LOT 4 ROOF 13S 15S 10 12 Lot \ Lot�Rooi I nfil iratlon Area 3 Infl It lion Area 5 3R SR 14 16 P6 38S (new Reach) .-Reach) Roof Dryw ll Roof Drywell (new Subcat) EXI ING NORTH bb .CS/ CROSS DP1 t Rea Str at culvert (new Pond� 35R Downstream of Rea P7 Street Culverts (new Subcat) Subcat Reach on Link Routing Diagram for PROP. DRAINAGE rev 10-17-18 Prepared by{enter your company name here}, Printed 10/22/2018 HydroCAD®10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC PROP. DRAINAGE rev 10-17-18 Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 5.099 39 >75% Grass cover, Good, HSG A (17S, 25S, 29S, 34S, 38S, P6, P7) 0.508 61 >75% Grass cover, Good, HSG B (38S) 0.580 98 Paved parking, HSG A (17S, 25S, 29S, 34S, 38S, P6) 0.076 98 Paved parking, HSG B (38S) 0.456 98 Paved roads w/curbs &sewers, HSG A (17S, 24S, 25S, 29S, 34S) 0.212 98 Roofs, HSG A (13S, 15S, 26S, 27S, 36S, 37S) 5.921 98 Wetlands (P7) 5.106 30 Woods, Good, HSG A (35S, 38S, P7) 1.053 55 Woods, Good, HSG B (38S) 19.012 61 TOTAL AREA PROP. DRAINAGE rev 10-17-18 Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 11.453 HSG A 13S, 15S, 17S, 24S, 25S, 26S, 27S, 29S, 34S, 35S, 36S, 37S, 38S, P6, P7 1.637 HSG B 38S 0.000 HSG C 0.000 HSG D 5.921 Other P7 19.012 TOTAL AREA PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 4 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Reach 3R: (new Reach) Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs 0.000 of n=0.033 L=857.0' S=0.0005 '/' Capacity=19.32 cfs Outflow=0.00 cfs 0.000 of Reach 5R: (new Reach) Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs 0.000 of n=0.033 L=428.7' S=0.0005 '/' Capacity=19.32 cfs Outflow=0.00 cfs 0.000 of Pond 10P: Infiltration Area 3 Peak Elev=168.55' Storage=0.009 of Inflow=1.14 cfs 0.113 of Discarded=0.71 cfs 0.113 of Primary=0.00 cfs 0.000 of Outflow=0.71 cfs 0.113 of Pond 12P: Infiltration Area 5 Peak EIev=163.01' Storage=0.007 of Inflow=0.67 cfs 0.079 of Discarded=0.41 cfs 0.079 of Primary=0.00 cfs 0.000 of Outflow=0.41 cfs 0.079 of Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>2.86" Tc=1.0 min CN=98 Runoff=0.12 cfs 0.008 of Pond 14P: Roof Drywell Peak EIev=162.94' Storage=0.001 of Inflow=0.12 cfs 0.008 of Outflow=0.06 cfs 0.008 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>2.86" Tc=1.0 min CN=98 Runoff=0.12 cfs 0.008 of Pond 16P: Roof Drywell Peak EIev=162.94' Storage=0.001 of Inflow=0.12 cfs 0.008 of Outflow=0.06 cfs 0.008 of Subcatchment17S: P1 Runoff Area=16,343 sf 52.11% Impervious Runoff Depth>1.49" Flow Length=143' Tc=8.7 min CN=WQ Runoff=0.54 cfs 0.047 of Pond 18P: CB 6 Peak EIev=170.87' Inflow=0.54 cfs 0.047 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0052 T Outflow=0.54 cfs 0.047 of Pond 19P: DMH 8 Peak EIev=170.61' Inflow=0.54 cfs 0.047 of 12.0" Round Culvert n=0.012 L=85.0' S=0.0051 T Outflow=0.54 cfs 0.047 of Pond 20P: DMH 7 Peak EIev=170.19' Inflow=0.82 cfs 0.078 of 12.0" Round Culvert n=0.012 L=132.0' S=0.0050 '/' Outflow=0.82 cfs 0.078 of Pond 21 P: CB 5 Peak EIev=170.18' Inflow=0.33 cfs 0.023 of 12.0" Round Culvert n=0.012 L=7.0' S=0.0143 T Outflow=0.33 cfs 0.023 of Pond 22P: DMH 5 Peak EIev=169.64' Inflow=1.14 cfs 0.113 of 12.0" Round Culvert n=0.012 L=119.0' S=0.0050 '/' Outflow=1.14 cfs 0.113 of Pond 23P: CB 4 Peak EIev=169.40' Inflow=0.29 cfs 0.026 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=0.29 cfs 0.026 of Subcatchment24S: P2 Runoff Area=4,194 sf 100.00% Impervious Runoff Depth>2.86" Flow Length=109' Slope=0.0200 '/' Tc=1.0 min CN=98 Runoff=0.33 cfs 0.023 of PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 5 Subcatchment25S: P3 Runoff Area=20,378 sf 23.53% Impervious Runoff Depth>0.67" Flow Length=244' Tc=10.7 min CN=WQ Runoff=0.29 cfs 0.026 of Subcatchment26S: LOT 2 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>2.86" Tc=1.0 min CN=98 Runoff=0.12 cfs 0.008 of Subcatchment27S: LOT 3 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>2.86" Tc=1.0 min CN=98 Runoff=0.12 cfs 0.008 of Subcatchment29S: P4 Runoff Area=15,133 sf 44.56% Impervious Runoff Depth>1.28" Flow Length=430' Tc=16.3 min CN=WQ Runoff=0.35 cfs 0.037 of Pond 30P: CB 3 Peak Elev=164.77' Inflow=0.35 cfs 0.037 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=0.35 cfs 0.037 of Pond 31 P: DMH 4 Peak Elev=164.59' Inflow=0.39 cfs 0.045 of 12.0" Round Culvert n=0.012 L=122.0' S=0.0050 '/' Outflow=0.39 cfs 0.045 of Pond 32P: DMH 2 Peak EIev=164.10' Inflow=0.67 cfs 0.079 of 12.0" Round Culvert n=0.012 L=146.0' S=0.0050 '/' Outflow=0.67 cfs 0.079 of Pond 33P: CB 2 Peak EIev=164.00' Inflow=0.23 cfs 0.025 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0333 T Outflow=0.23 cfs 0.025 of Pond 34P: (new Pond) Peak EIev=161.18' Storage=2,958 cf Inflow=1.26 cfs 0.146 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=0.41 cfs 0.097 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>0.80" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.23 cfs 0.025 of Reach 35R: Downstream of Rea Street Culverts Inflow=9.93 cfs 1.510 of Outflow=9.93 cfs 1.510 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth=0.00" Tc=0.0 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment36S: LOT 4 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>2.86" Tc=1.0 min CN=98 Runoff=0.12 cfs 0.008 of Subcatchment37S: LOT 5 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>2.86" Tc=1.0 min CN=98 Runoff=0.12 cfs 0.008 of Subcatchment38S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>0.24" Flow Length=215' Tc=13.0 min CN=WQ Runoff=0.46 cfs 0.070 of Reach DP1:At Rea Street Culvert Inflow=9.55 cfs 1.413 of Outflow=9.55 cfs 1.413 of SubcatchmentP6: (new Subcat) Runoff Area=20,984 sf 66.33% Impervious Runoff Depth>1.90" Flow Length=237' Tc=10.2 min CN=WQ Runoff=0.84 cfs 0.076 of SubcatchmentP7: (new Subcat) Runoff Area=495,407 sf 52.06% Impervious Runoff Depth>1.49" Flow Length=1,954' Tc=35.8 min CN=WQ Runoff=9.55 cfs 1.413 of PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 6 Total Runoff Area = 19.012 ac Runoff Volume = 1.767 of Average Runoff Depth = 1.12" 61.90% Pervious = 11.767 ac 38.10% Impervious = 7.244 ac PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 7 Summary for Reach 3R: (new Reach) Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 '/' Top Width= 22.00' Length= 857.0' Slope= 0.0005 '/' Inlet Invert= 158.70', Outlet Invert= 158.30' PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 8 Stage-Area-Storage for Reach 3R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.70 0.0 0 159.23 10.9 9,325 158.71 0.2 171 159.24 11.1 9,506 158.72 0.4 343 159.25 11.3 9,686 158.73 0.6 515 159.26 11.5 9,867 158.74 0.8 687 159.27 11.7 10,048 158.75 1.0 859 159.28 11.9 10,229 158.76 1.2 1,031 159.29 12.1 10,411 158.77 1.4 1,204 159.30 12.4 10,593 158.78 1.6 1,377 159.31 12.6 10,774 158.79 1.8 1,550 159.32 12.8 10,956 158.80 2.0 1,723 159.33 13.0 11,138 158.81 2.2 1,896 159.34 13.2 11,321 158.82 2.4 2,069 159.35 13.4 11,503 158.83 2.6 2,243 159.36 13.6 11,686 158.84 2.8 2,416 159.37 13.8 11,869 158.85 3.0 2,590 159.38 14.1 12,051 158.86 3.2 2,764 159.39 14.3 12,235 158.87 3.4 2,939 159.40 14.5 12,418 158.88 3.6 3,113 159.41 14.7 12,601 158.89 3.8 3,288 159.42 14.9 12,785 158.90 4.0 3,462 159.43 15.1 12,969 158.91 4.2 3,637 159.44 15.3 13,153 158.92 4.4 3,812 159.45 15.6 13,337 158.93 4.7 3,988 159.46 15.8 13,521 158.94 4.9 4,163 159.47 16.0 13,706 158.95 5.1 4,339 159.48 16.2 13,891 158.96 5.3 4,514 159.49 16.4 14,075 158.97 5.5 4,690 159.50 16.6 14,260 158.98 5.7 4,866 159.51 16.9 14,446 158.99 5.9 5,043 159.52 17.1 14,631 159.00 6.1 5,219 159.53 17.3 14,817 159.01 6.3 5,396 159.54 17.5 15,002 159.02 6.5 5,573 159.55 17.7 15,188 159.03 6.7 5,750 159.56 17.9 15,374 159.04 6.9 5,927 159.57 18.2 15,560 159.05 7.1 6,104 159.58 18.4 15,747 159.06 7.3 6,281 159.59 18.6 15,933 159.07 7.5 6,459 159.60 18.8 16,120 159.08 7.7 6,637 159.61 19.0 16,307 159.09 8.0 6,815 159.62 19.2 16,494 159.10 8.2 6,993 159.63 19.5 16,681 159.11 8.4 7,171 159.64 19.7 16,869 159.12 8.6 7,350 159.65 19.9 17,056 159.13 8.8 7,529 159.66 20.1 17,244 159.14 9.0 7,708 159.67 20.3 17,432 159.15 9.2 7,887 159.68 20.6 17,620 159.16 9.4 8,066 159.69 20.8 17,809 159.17 9.6 8,245 159.70 21.0 17,997 159.18 9.8 8,425 159.19 10.0 8,604 159.20 10.3 8,784 159.21 10.5 8,964 159.22 10.7 9,145 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 9 Summary for Reach 5R: (new Reach) Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 5.00 hrs Average Depth at Peak Storage= 0.00' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 '/' Top Width= 22.00' Length= 428.7' Slope= 0.0005 T Inlet Invert= 158.50', Outlet Invert= 158.30' PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 10 Stage-Area-Storage for Reach 5R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.50 0.0 0 159.03 10.9 4,665 158.51 0.2 86 159.04 11.1 4,755 158.52 0.4 172 159.05 11.3 4,845 158.53 0.6 258 159.06 11.5 4,936 158.54 0.8 344 159.07 11.7 5,026 158.55 1.0 430 159.08 11.9 5,117 158.56 1.2 516 159.09 12.1 5,208 158.57 1.4 602 159.10 12.4 5,299 158.58 1.6 689 159.11 12.6 5,390 158.59 1.8 775 159.12 12.8 5,481 158.60 2.0 862 159.13 13.0 5,572 158.61 2.2 948 159.14 13.2 5,663 158.62 2.4 1,035 159.15 13.4 5,754 158.63 2.6 1,122 159.16 13.6 5,846 158.64 2.8 1,209 159.17 13.8 5,937 158.65 3.0 1,296 159.18 14.1 6,029 158.66 3.2 1,383 159.19 14.3 6,120 158.67 3.4 1,470 159.20 14.5 6,212 158.68 3.6 1,557 159.21 14.7 6,304 158.69 3.8 1,645 159.22 14.9 6,396 158.70 4.0 1,732 159.23 15.1 6,487 158.71 4.2 1,819 159.24 15.3 6,580 158.72 4.4 1,907 159.25 15.6 6,672 158.73 4.7 1,995 159.26 15.8 6,764 158.74 4.9 2,082 159.27 16.0 6,856 158.75 5.1 2,170 159.28 16.2 6,949 158.76 5.3 2,258 159.29 16.4 7,041 158.77 5.5 2,346 159.30 16.6 7,134 158.78 5.7 2,434 159.31 16.9 7,226 158.79 5.9 2,523 159.32 17.1 7,319 158.80 6.1 2,611 159.33 17.3 7,412 158.81 6.3 2,699 159.34 17.5 7,505 158.82 6.5 2,788 159.35 17.7 7,598 158.83 6.7 2,876 159.36 17.9 7,691 158.84 6.9 2,965 159.37 18.2 7,784 158.85 7.1 3,053 159.38 18.4 7,877 158.86 7.3 3,142 159.39 18.6 7,970 158.87 7.5 3,231 159.40 18.8 8,064 158.88 7.7 3,320 159.41 19.0 8,157 158.89 8.0 3,409 159.42 19.2 8,251 158.90 8.2 3,498 159.43 19.5 8,345 158.91 8.4 3,587 159.44 19.7 8,438 158.92 8.6 3,677 159.45 19.9 8,532 158.93 8.8 3,766 159.46 20.1 8,626 158.94 9.0 3,856 159.47 20.3 8,720 158.95 9.2 3,945 159.48 20.6 8,814 158.96 9.4 4,035 159.49 20.8 8,908 158.97 9.6 4,124 159.50 21.0 9,003 158.98 9.8 4,214 158.99 10.0 4,304 159.00 10.3 4,394 159.01 10.5 4,484 159.02 10.7 4,574 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 11 Summary for Pond 10P: Infiltration Area 3 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 1.34" for 2-Year event Inflow = 1.14 cfs @ 12.07 hrs, Volume= 0.113 of Outflow = 0.71 cfs @ 12.26 hrs, Volume= 0.113 af, Atten= 38%, Lag= 11.6 min Discarded = 0.71 cfs @ 12.26 hrs, Volume= 0.113 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 168.55' @ 12.26 hrs Surf.Area= 0.026 ac Storage= 0.009 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.3 min ( 768.6 - 766.3 ) Volume Invert Avail.Storage Storage Description #1A 167.86' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 168.36' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 167.86' 20.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 165.86' #2 Primary 168.86' 12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 168.86' / 168.00' S= 0.0297 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.71 cfs @ 12.26 hrs HW=168.55' (Free Discharge) L1=Exfiltration ( Controls 0.71 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=167.86' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 12 Pond 10P: Infiltration Area 3 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 13 Stage-Area-Storage for Pond 10P: Infiltration Area 3 Elevation Surface Storage (feet) (acres) (acre-feet) 167.86 0.026 0.000 167.91 0.026 0.001 167.96 0.026 0.001 168.01 0.026 0.002 168.06 0.026 0.002 168.11 0.026 0.003 168.16 0.026 0.003 168.21 0.026 0.004 168.26 0.026 0.004 168.31 0.026 0.005 168.36 0.026 0.005 168.41 0.026 0.006 168.46 0.026 0.007 168.51 0.026 0.008 168.56 0.026 0.009 168.61 0.026 0.010 168.66 0.026 0.011 168.71 0.026 0.012 168.76 0.026 0.013 168.81 0.026 0.014 168.86 0.026 0.015 168.91 0.026 0.016 168.96 0.026 0.017 169.01 0.026 0.018 169.06 0.026 0.019 169.11 0.026 0.020 169.16 0.026 0.020 169.21 0.026 0.021 169.26 0.026 0.022 169.31 0.026 0.023 169.36 0.026 0.024 169.41 0.026 0.024 169.46 0.026 0.025 169.51 0.026 0.026 169.56 0.026 0.026 169.61 0.026 0.027 169.66 0.026 0.027 169.71 0.026 0.028 169.76 0.026 0.028 169.81 0.026 0.029 169.86 0.026 0.029 169.91 0.026 0.030 169.96 0.026 0.031 170.01 0.026 0.031 170.06 0.026 0.032 170.11 0.026 0.032 170.16 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 14 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 0.37" for 2-Year event Inflow = 0.67 cfs @ 12.21 hrs, Volume= 0.079 of Outflow = 0.41 cfs @ 12.42 hrs, Volume= 0.079 af, Atten= 38%, Lag= 12.9 min Discarded = 0.41 cfs @ 12.42 hrs, Volume= 0.079 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.01' @ 12.42 hrs Surf.Area= 0.026 ac Storage= 0.007 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.6 min ( 775.1 - 771.5 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 162.90' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.40' #2 Primary 163.20' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.20' / 163.00' S= 0.0100 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.41 cfs @ 12.42 hrs HW=163.01' (Free Discharge) L1=Exfiltration ( Controls 0.41 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=162.40' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 15 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 16 Stage-Area-Storage for Pond 12P: Infiltration Area 5 Elevation Surface Storage (feet) (acres) (acre-feet) 162.40 0.026 0.000 162.45 0.026 0.001 162.50 0.026 0.001 162.55 0.026 0.002 162.60 0.026 0.002 162.65 0.026 0.003 162.70 0.026 0.003 162.75 0.026 0.004 162.80 0.026 0.004 162.85 0.026 0.005 162.90 0.026 0.005 162.95 0.026 0.006 163.00 0.026 0.007 163.05 0.026 0.008 163.10 0.026 0.009 163.15 0.026 0.010 163.20 0.026 0.011 163.25 0.026 0.012 163.30 0.026 0.013 163.35 0.026 0.014 163.40 0.026 0.015 163.45 0.026 0.016 163.50 0.026 0.017 163.55 0.026 0.018 163.60 0.026 0.019 163.65 0.026 0.020 163.70 0.026 0.020 163.75 0.026 0.021 163.80 0.026 0.022 163.85 0.026 0.023 163.90 0.026 0.024 163.95 0.026 0.024 164.00 0.026 0.025 164.05 0.026 0.026 164.10 0.026 0.026 164.15 0.026 0.027 164.20 0.026 0.027 164.25 0.026 0.028 164.30 0.026 0.028 164.35 0.026 0.029 164.40 0.026 0.029 164.45 0.026 0.030 164.50 0.026 0.031 164.55 0.026 0.031 164.60 0.026 0.032 164.65 0.026 0.032 164.70 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 18 Summary for Pond 14P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 2.86" for 2-Year event Inflow = 0.12 cfs @ 12.01 hrs, Volume= 0.008 of Outflow = 0.06 cfs @ 12.12 hrs, Volume= 0.008 af, Atten= 50%, Lag= 6.4 min Discarded = 0.06 cfs @ 12.12 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 162.94' @ 12.12 hrs Surf.Area= 0.006 ac Storage= 0.001 of Plug-Flow detention time= 2.1 min calculated for 0.008 of(100% of inflow) Center-of-Mass det. time= 1.9 min ( 764.1 - 762.1 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.06 cfs @ 12.12 hrs HW=162.94' (Free Discharge) L1=Exfiltration ( Controls 0.06 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 19 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 20 Stage-Area-Storage for Pond 14P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 22 Summary for Pond 16P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 2.86" for 2-Year event Inflow = 0.12 cfs @ 12.01 hrs, Volume= 0.008 of Outflow = 0.06 cfs @ 12.12 hrs, Volume= 0.008 af, Atten= 50%, Lag= 6.4 min Discarded = 0.06 cfs @ 12.12 hrs, Volume= 0.008 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 162.94' @ 12.12 hrs Surf.Area= 0.006 ac Storage= 0.001 of Plug-Flow detention time= 2.1 min calculated for 0.008 of(100% of inflow) Center-of-Mass det. time= 1.9 min ( 764.1 - 762.1 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.06 cfs @ 12.12 hrs HW=162.94' (Free Discharge) L1=Exfiltration ( Controls 0.06 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 23 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 24 Stage-Area-Storage for Pond 16P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 17S: P1 Runoff = 0.54 cfs @ 12.12 hrs, Volume= 0.047 af, Depth> 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 5,856 98 Paved roads w/curbs & sewers, HSG A 7,827 39 >75% Grass cover, Good, HSG A 2,660 98 Paved parking, HSG A 16,343 Weighted Average 7,827 47.89% Pervious Area 8,516 52.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.9 36 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.3 57 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 8.7 143 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 26 Summary for Pond 18P: CB 6 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 1.49" for 2-Year event Inflow = 0.54 cfs @ 12.12 hrs, Volume= 0.047 of Outflow = 0.54 cfs @ 12.12 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 12.12 hrs, Volume= 0.047 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.87' @ 12.12 hrs Flood Elev= 173.55' Device Routing Invert Outlet Devices #1 Primary 170.42' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.42' / 170.29' S= 0.0052 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.52 cfs @ 12.12 hrs HW=170.86' (Free Discharge) L1=Culvert (Barrel Controls 0.52 cfs @ 2.31 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 27 Stage-Area-Storage for Pond 18P: CB 6 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 170.42 0 171.48 0 172.54 0 170.44 0 171.50 0 172.56 0 170.46 0 171.52 0 172.58 0 170.48 0 171.54 0 172.60 0 170.50 0 171.56 0 172.62 0 170.52 0 171.58 0 172.64 0 170.54 0 171.60 0 172.66 0 170.56 0 171.62 0 172.68 0 170.58 0 171.64 0 172.70 0 170.60 0 171.66 0 172.72 0 170.62 0 171.68 0 172.74 0 170.64 0 171.70 0 172.76 0 170.66 0 171.72 0 172.78 0 170.68 0 171.74 0 172.80 0 170.70 0 171.76 0 172.82 0 170.72 0 171.78 0 172.84 0 170.74 0 171.80 0 172.86 0 170.76 0 171.82 0 172.88 0 170.78 0 171.84 0 172.90 0 170.80 0 171.86 0 172.92 0 170.82 0 171.88 0 172.94 0 170.84 0 171.90 0 172.96 0 170.86 0 171.92 0 172.98 0 170.88 0 171.94 0 173.00 0 170.90 0 171.96 0 173.02 0 170.92 0 171.98 0 173.04 0 170.94 0 172.00 0 173.06 0 170.96 0 172.02 0 173.08 0 170.98 0 172.04 0 173.10 0 171.00 0 172.06 0 173.12 0 171.02 0 172.08 0 173.14 0 171.04 0 172.10 0 173.16 0 171.06 0 172.12 0 173.18 0 171.08 0 172.14 0 173.20 0 171.10 0 172.16 0 173.22 0 171.12 0 172.18 0 173.24 0 171.14 0 172.20 0 173.26 0 171.16 0 172.22 0 173.28 0 171.18 0 172.24 0 173.30 0 171.20 0 172.26 0 173.32 0 171.22 0 172.28 0 173.34 0 171.24 0 172.30 0 173.36 0 171.26 0 172.32 0 173.38 0 171.28 0 172.34 0 173.40 0 171.30 0 172.36 0 173.42 0 171.32 0 172.38 0 173.44 0 171.34 0 172.40 0 173.46 0 171.36 0 172.42 0 173.48 0 171.38 0 172.44 0 173.50 0 171.40 0 172.46 0 173.52 0 171.42 0 172.48 0 173.54 0 171.44 0 172.50 0 171.46 0 172.52 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 28 Summary for Pond 19P: DMH 8 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 1.49" for 2-Year event Inflow = 0.54 cfs @ 12.12 hrs, Volume= 0.047 of Outflow = 0.54 cfs @ 12.12 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 12.12 hrs, Volume= 0.047 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.61' @ 12.12 hrs Flood Elev= 174.26' Device Routing Invert Outlet Devices #1 Primary 170.19' 12.0" Round Culvert L= 85.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.19' / 169.76' S= 0.0051 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.52 cfs @ 12.12 hrs HW=170.61' (Free Discharge) L1=Culvert (Barrel Controls 0.52 cfs @ 2.50 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 29 Stage-Area-Storage for Pond 19P: DMH 8 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 170.19 0 172.84 0 170.24 0 172.89 0 170.29 0 172.94 0 170.34 0 172.99 0 170.39 0 173.04 0 170.44 0 173.09 0 170.49 0 173.14 0 170.54 0 173.19 0 170.59 0 173.24 0 170.64 0 173.29 0 170.69 0 173.34 0 170.74 0 173.39 0 170.79 0 173.44 0 170.84 0 173.49 0 170.89 0 173.54 0 170.94 0 173.59 0 170.99 0 173.64 0 171.04 0 173.69 0 171.09 0 173.74 0 171.14 0 173.79 0 171.19 0 173.84 0 171.24 0 173.89 0 171.29 0 173.94 0 171.34 0 173.99 0 171.39 0 174.04 0 171.44 0 174.09 0 171.49 0 174.14 0 171.54 0 174.19 0 171.59 0 174.24 0 171.64 0 171.69 0 171.74 0 171.79 0 171.84 0 171.89 0 171.94 0 171.99 0 172.04 0 172.09 0 172.14 0 172.19 0 172.24 0 172.29 0 172.34 0 172.39 0 172.44 0 172.49 0 172.54 0 172.59 0 172.64 0 172.69 0 172.74 0 172.79 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 30 Summary for Pond 20P: DMH 7 Inflow Area = 0.507 ac, 64.54% Impervious, Inflow Depth > 1.85" for 2-Year event Inflow = 0.82 cfs @ 12.06 hrs, Volume= 0.078 of Outflow = 0.82 cfs @ 12.06 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 12.06 hrs, Volume= 0.078 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.19' @ 12.06 hrs Flood Elev= 173.90' Device Routing Invert Outlet Devices #1 Primary 169.66' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.66' / 169.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.81 cfs @ 12.06 hrs HW=170.19' (Free Discharge) L1=Culvert (Inlet Controls 0.81 cfs @ 1.95 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 31 Stage-Area-Storage for Pond 20P: DMH 7 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.66 0 172.31 0 169.71 0 172.36 0 169.76 0 172.41 0 169.81 0 172.46 0 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 173.41 0 170.81 0 173.46 0 170.86 0 173.51 0 170.91 0 173.56 0 170.96 0 173.61 0 171.01 0 173.66 0 171.06 0 173.71 0 171.11 0 173.76 0 171.16 0 173.81 0 171.21 0 173.86 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 32 Summary for Pond 21 P: CB 5 Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth > 2.86" for 2-Year event Inflow = 0.33 cfs @ 12.01 hrs, Volume= 0.023 of Outflow = 0.33 cfs @ 12.01 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 12.01 hrs, Volume= 0.023 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.18' @ 12.01 hrs Flood Elev= 173.36' Device Routing Invert Outlet Devices #1 Primary 169.86' 12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.86' / 169.76' S= 0.0143 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.31 cfs @ 12.01 hrs HW=170.17' (Free Discharge) L1=Culvert (Barrel Controls 0.31 cfs @ 2.23 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 33 Stage-Area-Storage for Pond 21 P: CB 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 170.81 0 170.86 0 170.91 0 170.96 0 171.01 0 171.06 0 171.11 0 171.16 0 171.21 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 172.31 0 172.36 0 172.41 0 172.46 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 34 Summary for Pond 22P: DMH 5 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 1.34" for 2-Year event Inflow = 1.14 cfs @ 12.07 hrs, Volume= 0.113 of Outflow = 1.14 cfs @ 12.07 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Primary = 1.14 cfs @ 12.07 hrs, Volume= 0.113 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.64' @ 12.07 hrs Flood Elev= 172.40' Device Routing Invert Outlet Devices #1 Primary 169.00' 12.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.00' / 168.40' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.12 cfs @ 12.07 hrs HW=169.63' (Free Discharge) L1=Culvert (Inlet Controls 1.12 cfs @ 2.14 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 35 Stage-Area-Storage for Pond 22P: DMH 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.00 0 171.65 0 169.05 0 171.70 0 169.10 0 171.75 0 169.15 0 171.80 0 169.20 0 171.85 0 169.25 0 171.90 0 169.30 0 171.95 0 169.35 0 172.00 0 169.40 0 172.05 0 169.45 0 172.10 0 169.50 0 172.15 0 169.55 0 172.20 0 169.60 0 172.25 0 169.65 0 172.30 0 169.70 0 172.35 0 169.75 0 172.40 0 169.80 0 169.85 0 169.90 0 169.95 0 170.00 0 170.05 0 170.10 0 170.15 0 170.20 0 170.25 0 170.30 0 170.35 0 170.40 0 170.45 0 170.50 0 170.55 0 170.60 0 170.65 0 170.70 0 170.75 0 170.80 0 170.85 0 170.90 0 170.95 0 171.00 0 171.05 0 171.10 0 171.15 0 171.20 0 171.25 0 171.30 0 171.35 0 171.40 0 171.45 0 171.50 0 171.55 0 171.60 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 36 Summary for Pond 23P: CB 4 Inflow Area = 0.468 ac, 23.53% Impervious, Inflow Depth > 0.67" for 2-Year event Inflow = 0.29 cfs @ 12.15 hrs, Volume= 0.026 of Outflow = 0.29 cfs @ 12.15 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 12.15 hrs, Volume= 0.026 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.40' @ 12.14 hrs Flood Elev= 171.65' Device Routing Invert Outlet Devices #1 Primary 169.10' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.10' / 169.00' S= 0.0200 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.28 cfs @ 12.15 hrs HW=169.40' (Free Discharge) L1=Culvert (Inlet Controls 0.28 cfs @ 1.46 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 37 Stage-Area-Storage for Pond 23P: CB 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 169.10 0 170.16 0 171.22 0 169.12 0 170.18 0 171.24 0 169.14 0 170.20 0 171.26 0 169.16 0 170.22 0 171.28 0 169.18 0 170.24 0 171.30 0 169.20 0 170.26 0 171.32 0 169.22 0 170.28 0 171.34 0 169.24 0 170.30 0 171.36 0 169.26 0 170.32 0 171.38 0 169.28 0 170.34 0 171.40 0 169.30 0 170.36 0 171.42 0 169.32 0 170.38 0 171.44 0 169.34 0 170.40 0 171.46 0 169.36 0 170.42 0 171.48 0 169.38 0 170.44 0 171.50 0 169.40 0 170.46 0 171.52 0 169.42 0 170.48 0 171.54 0 169.44 0 170.50 0 171.56 0 169.46 0 170.52 0 171.58 0 169.48 0 170.54 0 171.60 0 169.50 0 170.56 0 171.62 0 169.52 0 170.58 0 171.64 0 169.54 0 170.60 0 169.56 0 170.62 0 169.58 0 170.64 0 169.60 0 170.66 0 169.62 0 170.68 0 169.64 0 170.70 0 169.66 0 170.72 0 169.68 0 170.74 0 169.70 0 170.76 0 169.72 0 170.78 0 169.74 0 170.80 0 169.76 0 170.82 0 169.78 0 170.84 0 169.80 0 170.86 0 169.82 0 170.88 0 169.84 0 170.90 0 169.86 0 170.92 0 169.88 0 170.94 0 169.90 0 170.96 0 169.92 0 170.98 0 169.94 0 171.00 0 169.96 0 171.02 0 169.98 0 171.04 0 170.00 0 171.06 0 170.02 0 171.08 0 170.04 0 171.10 0 170.06 0 171.12 0 170.08 0 171.14 0 170.10 0 171.16 0 170.12 0 171.18 0 170.14 0 171.20 0 PROP. DRAINAGE rev 10-17-18 Type 11124-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 24S: P2 Runoff = 0.33 cfs @ 12.01 hrs, Volume= 0.023 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 4,194 98 Paved roads w/curbs &sewers, HSG A 4,194 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.19 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 0.3 59 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 1.0 109 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 25S: P3 Runoff = 0.29 cfs @ 12.15 hrs, Volume= 0.026 af, Depth> 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 1,545 98 Paved roads w/curbs & sewers, HSG A 15,583 39 >75% Grass cover, Good, HSG A 3,250 98 Paved parking, HSG A 20,378 Weighted Average 15,583 76.47% Pervious Area 4,795 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 2.8 118 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 76 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 10.7 244 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 26S: LOT 2 ROOF Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 27S: LOT 3 ROOF Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 29S: P4 Runoff = 0.35 cfs @ 12.21 hrs, Volume= 0.037 af, Depth> 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,390 39 >75% Grass cover, Good, HSG A 1,558 98 Paved parking, HSG A 15,133 Weighted Average 8,390 55.44% Pervious Area 6,743 44.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 43 Summary for Pond 30P: CB 3 Inflow Area = 0.347 ac, 44.56% Impervious, Inflow Depth > 1.28" for 2-Year event Inflow = 0.35 cfs @ 12.21 hrs, Volume= 0.037 of Outflow = 0.35 cfs @ 12.21 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Primary = 0.35 cfs @ 12.21 hrs, Volume= 0.037 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.77' @ 12.21 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.35 cfs @ 12.21 hrs HW=164.77' (Free Discharge) L1=Culvert (Inlet Controls 0.35 cfs @ 1.54 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 44 Stage-Area-Storage for Pond 30P: CB 3 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 164.44 0 167.09 0 164.49 0 167.14 0 164.54 0 167.19 0 164.59 0 167.24 0 164.64 0 167.29 0 164.69 0 167.34 0 164.74 0 167.39 0 164.79 0 167.44 0 164.84 0 167.49 0 164.89 0 167.54 0 164.94 0 167.59 0 164.99 0 167.64 0 165.04 0 167.69 0 165.09 0 167.74 0 165.14 0 167.79 0 165.19 0 167.84 0 165.24 0 167.89 0 165.29 0 167.94 0 165.34 0 167.99 0 165.39 0 168.04 0 165.44 0 168.09 0 165.49 0 168.14 0 165.54 0 168.19 0 165.59 0 168.24 0 165.64 0 168.29 0 165.69 0 168.34 0 165.74 0 168.39 0 165.79 0 168.44 0 165.84 0 168.49 0 165.89 0 168.54 0 165.94 0 168.59 0 165.99 0 168.64 0 166.04 0 168.69 0 166.09 0 168.74 0 166.14 0 168.79 0 166.19 0 168.84 0 166.24 0 168.89 0 166.29 0 168.94 0 166.34 0 168.99 0 166.39 0 166.44 0 166.49 0 166.54 0 166.59 0 166.64 0 166.69 0 166.74 0 166.79 0 166.84 0 166.89 0 166.94 0 166.99 0 167.04 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 45 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.96% Impervious, Inflow Depth > 0.26" for 2-Year event Inflow = 0.39 cfs @ 12.21 hrs, Volume= 0.045 of Outflow = 0.39 cfs @ 12.21 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 12.21 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.59' @ 12.21 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.21 hrs HW=164.59' (Free Discharge) L1=Culvert (Barrel Controls 0.39 cfs @ 2.35 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 46 Stage-Area-Storage for Pond 31 P: DMH 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 164.24 0 166.36 0 168.48 0 164.28 0 166.40 0 168.52 0 164.32 0 166.44 0 168.56 0 164.36 0 166.48 0 168.60 0 164.40 0 166.52 0 168.64 0 164.44 0 166.56 0 168.68 0 164.48 0 166.60 0 168.72 0 164.52 0 166.64 0 168.76 0 164.56 0 166.68 0 168.80 0 164.60 0 166.72 0 168.84 0 164.64 0 166.76 0 168.88 0 164.68 0 166.80 0 168.92 0 164.72 0 166.84 0 168.96 0 164.76 0 166.88 0 169.00 0 164.80 0 166.92 0 169.04 0 164.84 0 166.96 0 169.08 0 164.88 0 167.00 0 169.12 0 164.92 0 167.04 0 169.16 0 164.96 0 167.08 0 169.20 0 165.00 0 167.12 0 169.24 0 165.04 0 167.16 0 169.28 0 165.08 0 167.20 0 169.32 0 165.12 0 167.24 0 169.36 0 165.16 0 167.28 0 169.40 0 165.20 0 167.32 0 169.44 0 165.24 0 167.36 0 169.48 0 165.28 0 167.40 0 169.52 0 165.32 0 167.44 0 169.56 0 165.36 0 167.48 0 169.60 0 165.40 0 167.52 0 165.44 0 167.56 0 165.48 0 167.60 0 165.52 0 167.64 0 165.56 0 167.68 0 165.60 0 167.72 0 165.64 0 167.76 0 165.68 0 167.80 0 165.72 0 167.84 0 165.76 0 167.88 0 165.80 0 167.92 0 165.84 0 167.96 0 165.88 0 168.00 0 165.92 0 168.04 0 165.96 0 168.08 0 166.00 0 168.12 0 166.04 0 168.16 0 166.08 0 168.20 0 166.12 0 168.24 0 166.16 0 168.28 0 166.20 0 168.32 0 166.24 0 168.36 0 166.28 0 168.40 0 166.32 0 168.44 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 47 Summary for Pond 32P: DMH 2 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 0.37" for 2-Year event Inflow = 0.67 cfs @ 12.21 hrs, Volume= 0.079 of Outflow = 0.67 cfs @ 12.21 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 12.21 hrs, Volume= 0.079 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.10' @ 12.21 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.66 cfs @ 12.21 hrs HW=164.10' (Free Discharge) L1=Culvert (Inlet Controls 0.66 cfs @ 1.84 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 48 Stage-Area-Storage for Pond 32P: DMH 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.63 0 166.28 0 163.68 0 166.33 0 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 167.48 0 164.88 0 167.53 0 164.93 0 167.58 0 164.98 0 167.63 0 165.03 0 167.68 0 165.08 0 167.73 0 165.13 0 167.78 0 165.18 0 167.83 0 165.23 0 167.88 0 165.28 0 167.93 0 165.33 0 167.98 0 165.38 0 168.03 0 165.43 0 168.08 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 49 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 0.80" for 2-Year event Inflow = 0.23 cfs @ 12.22 hrs, Volume= 0.025 of Outflow = 0.23 cfs @ 12.22 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary = 0.23 cfs @ 12.22 hrs, Volume= 0.025 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.00' @ 12.22 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.23 cfs @ 12.22 hrs HW=163.99' (Free Discharge) L1=Culvert (Inlet Controls 0.23 cfs @ 1.38 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 50 Stage-Area-Storage for Pond 33P: CB 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 164.88 0 164.93 0 164.98 0 165.03 0 165.08 0 165.13 0 165.18 0 165.23 0 165.28 0 165.33 0 165.38 0 165.43 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 166.28 0 166.33 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 51 Summary for Pond 34P: (new Pond) Inflow Area = 4.029 ac, 11.18% Impervious, Inflow Depth > 0.43" for 2-Year event Inflow = 1.26 cfs @ 12.16 hrs, Volume= 0.146 of Outflow = 0.41 cfs @ 12.61 hrs, Volume= 0.097 af, Atten= 67%, Lag= 26.8 min Primary = 0.41 cfs @ 12.61 hrs, Volume= 0.097 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 161.18' @ 12.61 hrs Surf.Area= 3,770 sf Storage= 2,958 cf Plug-Flow detention time= 232.6 min calculated for 0.097 of(66% of inflow) Center-of-Mass det. time= 118.9 min ( 934.4 - 815.5 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.41 cfs @ 12.61 hrs HW=161.18' (Free Discharge) L1=Culvert (Barrel Controls 0.41 cfs @ 2.82 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 52 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 34S: P5 Runoff = 0.23 cfs @ 12.22 hrs, Volume= 0.025 af, Depth> 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total PROP. DRAINAGE rev 10-17-18 Type 11124-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 54 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 18.941 ac, 37.87% Impervious, Inflow Depth > 0.96" for 2-Year event Inflow = 9.93 cfs @ 12.47 hrs, Volume= 1.510 of Outflow = 9.93 cfs @ 12.47 hrs, Volume= 1.510 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 35S: P7 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 36S: LOT 4 ROOF Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 37S: LOT 5 ROOF Runoff = 0.12 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 38S: EXISTING NORTH CROSS Runoff = 0.46 cfs @ 12.22 hrs, Volume= 0.070 af, Depth> 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total PROP. DRAINAGE rev 10-17-18 Type 11124-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 59 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 14.912 ac, 45.09% Impervious, Inflow Depth > 1.14" for 2-Year event Inflow = 9.55 cfs @ 12.47 hrs, Volume= 1.413 of Outflow = 9.55 cfs @ 12.47 hrs, Volume= 1.413 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment P6: (new Subcat) Runoff = 0.84 cfs @ 12.14 hrs, Volume= 0.076 af, Depth> 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 11,438 98 Paved parking, HSG A 7,065 39 >75% Grass cover, Good, HSG A 2,481 98 Paved parking, HSG A 20,984 Weighted Average 7,065 33.67% Pervious Area 13,919 66.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 4.3 25 0.0100 0.10 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 4.0 47 0.0008 0.20 Shallow Concentrated Flow, road shallow conc Short Grass Pasture Kv= 7.0 fps 0.1 12 0.0100 2.03 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 0.9 51 0.0200 0.99 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 77 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 10.2 237 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 2-Year Rainfall=3.15" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment P7: (new Subcat) Runoff = 9.55 cfs @ 12.47 hrs, Volume= 1.413 af, Depth> 1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.15" Area (sf) CN Description 116,760 39 >75% Grass cover, Good, HSG A 120,729 30 Woods, Good, HSG A 257,918 98 Wetlands 495,407 Weighted Average 237,489 47.94% Pervious Area 257,918 52.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, sheet Woods: Light underbrush n= 0.400 P2= 3.15" 2.2 160 0.0300 1.21 Shallow Concentrated Flow, shallow conc Short Grass Pasture Kv= 7.0 fps 6.1 315 0.0300 0.87 Shallow Concentrated Flow, shallow conc Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, stream Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 35.8 1,954 Total PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 62 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Reach 3R: (new Reach) Avg. Flow Depth=0.01' Max Vet=0.05 fps Inflow=0.29 cfs 0.005 of n=0.033 L=857.0' S=0.0005 '/' Capacity=19.32 cfs Outflow=0.01 cfs 0.004 of Reach 5R: (new Reach) Avg. Flow Depth=0.02' Max Vet=0.08 fps Inflow=0.22 cfs 0.005 of n=0.033 L=428.7' S=0.0005 '/' Capacity=19.32 cfs Outflow=0.04 cfs 0.005 of Pond 10P: Infiltration Area 3 Peak Elev=169.16' Storage=0.020 of Inflow=1.76 cfs 0.183 of Discarded=0.87 cfs 0.178 of Primary=0.29 cfs 0.005 of Outflow=1.17 cfs 0.183 of Pond 12P: Infiltration Area 5 Peak Elev=163.46' Storage=0.016 of Inflow=1.03 cfs 0.129 of Discarded=0.48 cfs 0.124 of Primary=0.22 cfs 0.005 of Outflow=0.70 cfs 0.129 of Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>4.47" Tc=1.0 min CN=98 Runoff=0.19 cfs 0.013 of Pond 14P: Roof Drywell Peak Elev=163.26' Storage=0.002 of Inflow=0.19 cfs 0.013 of Outflow=0.07 cfs 0.013 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>4.47" Tc=1.0 min CN=98 Runoff=0.19 cfs 0.013 of Pond 16P: Roof Drywell Peak Elev=163.26' Storage=0.002 of Inflow=0.19 cfs 0.013 of Outflow=0.07 cfs 0.013 of Subcatchment17S: P1 Runoff Area=16,343 sf 52.11% Impervious Runoff Depth>2.41" Flow Length=143' Tc=8.7 min CN=WQ Runoff=0.83 cfs 0.075 of Pond 18P: CB 6 Peak EIev=170.99' Inflow=0.83 cfs 0.075 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0052 T Outflow=0.83 cfs 0.075 of Pond 19P: DMH 8 Peak EIev=170.73' Inflow=0.83 cfs 0.075 of 12.0" Round Culvert n=0.012 L=85.0' S=0.0051 T Outflow=0.83 cfs 0.075 of Pond 20P: DMH 7 Peak EIev=170.34' Inflow=1.27 cfs 0.124 of 12.0" Round Culvert n=0.012 L=132.0' S=0.0050 '/' Outflow=1.27 cfs 0.124 of Pond 21 P: CB 5 Peak EIev=170.27' Inflow=0.51 cfs 0.036 of 12.0" Round Culvert n=0.012 L=7.0' S=0.0143 T Outflow=0.51 cfs 0.036 of Pond 22P: DMH 5 Peak EIev=169.85' Inflow=1.76 cfs 0.183 of 12.0" Round Culvert n=0.012 L=119.0' S=0.0050 '/' Outflow=1.76 cfs 0.183 of Pond 23P: CB 4 Peak EIev=169.48' Inflow=0.44 cfs 0.046 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=0.44 cfs 0.046 of Subcatchment24S: P2 Runoff Area=4,194 sf 100.00% Impervious Runoff Depth>4.47" Flow Length=109' Slope=0.0200 '/' Tc=1.0 min CN=98 Runoff=0.51 cfs 0.036 of PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 63 Subcatchment25S: P3 Runoff Area=20,378 sf 23.53% Impervious Runoff Depth>1.18" Flow Length=244' Tc=10.7 min CN=WQ Runoff=0.44 cfs 0.046 of Subcatchment26S: LOT 2 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>4.47" Tc=1.0 min CN=98 Runoff=0.19 cfs 0.013 of Subcatchment27S: LOT 3 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>4.47" Tc=1.0 min CN=98 Runoff=0.19 cfs 0.013 of Subcatchment29S: P4 Runoff Area=15,133 sf 44.56% Impervious Runoff Depth>2.09" Flow Length=430' Tc=16.3 min CN=WQ Runoff=0.54 cfs 0.060 of Pond 30P: CB 3 Peak Elev=164.86' Inflow=0.54 cfs 0.060 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=0.54 cfs 0.060 of Pond 31 P: DMH 4 Peak Elev=164.69' Inflow=0.61 cfs 0.074 of 12.0" Round Culvert n=0.012 L=122.0' S=0.0050 '/' Outflow=0.61 cfs 0.074 of Pond 32P: DMH 2 Peak Elev=164.23' Inflow=1.03 cfs 0.129 of 12.0" Round Culvert n=0.012 L=146.0' S=0.0050 '/' Outflow=1.03 cfs 0.129 of Pond 33P: CB 2 Peak EIev=164.06' Inflow=0.36 cfs 0.043 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0333 T Outflow=0.36 cfs 0.043 of Pond 34P: (new Pond) Peak EIev=161.55' Storage=4,496 cf Inflow=2.89 cfs 0.320 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=1.51 cfs 0.268 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>1.37" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.36 cfs 0.043 of Reach 35R: Downstream of Rea Street Culverts Inflow=16.28 cfs 2.521 of Outflow=16.28 cfs 2.521 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth>0.00" Tc=0.0 min CN=30 Runoff=0.00 cfs 0.000 of Subcatchment36S: LOT 4 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>4.47" Tc=1.0 min CN=98 Runoff=0.19 cfs 0.013 of Subcatchment37S: LOT 5 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>4.47" Tc=1.0 min CN=98 Runoff=0.19 cfs 0.013 of Subcatchment38S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>0.67" Flow Length=215' Tc=13.0 min CN=WQ Runoff=1.68 cfs 0.198 of Reach DP1:At Rea Street Culvert Inflow=14.77 cfs 2.254 of Outflow=14.77 cfs 2.254 of SubcatchmentP6: (new Subcat) Runoff Area=20,984 sf 66.33% Impervious Runoff Depth>3.02" Flow Length=237' Tc=10.2 min CN=WQ Runoff=1.30 cfs 0.121 of Subcatchment P7: (new Subcat) Runoff Area=495,407 sf 52.06% Impervious Runoff Depth>2.37" Flow Length=1,954' Tc=35.8 min CN=WQ Runoff=14.77 cfs 2.245 of PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 64 Total Runoff Area = 19.012 ac Runoff Volume = 2.904 of Average Runoff Depth = 1.83" 61.90% Pervious = 11.767 ac 38.10% Impervious = 7.244 ac PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 65 Summary for Reach 3R: (new Reach) Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth = 0.06" for 10-Year event Inflow = 0.29 cfs @ 12.25 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 16.86 hrs, Volume= 0.004 af, Atten= 95%, Lag= 276.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.05 fps, Min. Travel Time= 261.3 min Avg. Velocity = 0.05 fps, Avg. Travel Time= 313.2 min Peak Storage= 209 cf @ 12.50 hrs Average Depth at Peak Storage= 0.01' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 '/' Top Width= 22.00' Length= 857.0' Slope= 0.0005 '/' Inlet Invert= 158.70', Outlet Invert= 158.30' PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 66 Stage-Area-Storage for Reach 3R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.70 0.0 0 159.23 10.9 9,325 158.71 0.2 171 159.24 11.1 9,506 158.72 0.4 343 159.25 11.3 9,686 158.73 0.6 515 159.26 11.5 9,867 158.74 0.8 687 159.27 11.7 10,048 158.75 1.0 859 159.28 11.9 10,229 158.76 1.2 1,031 159.29 12.1 10,411 158.77 1.4 1,204 159.30 12.4 10,593 158.78 1.6 1,377 159.31 12.6 10,774 158.79 1.8 1,550 159.32 12.8 10,956 158.80 2.0 1,723 159.33 13.0 11,138 158.81 2.2 1,896 159.34 13.2 11,321 158.82 2.4 2,069 159.35 13.4 11,503 158.83 2.6 2,243 159.36 13.6 11,686 158.84 2.8 2,416 159.37 13.8 11,869 158.85 3.0 2,590 159.38 14.1 12,051 158.86 3.2 2,764 159.39 14.3 12,235 158.87 3.4 2,939 159.40 14.5 12,418 158.88 3.6 3,113 159.41 14.7 12,601 158.89 3.8 3,288 159.42 14.9 12,785 158.90 4.0 3,462 159.43 15.1 12,969 158.91 4.2 3,637 159.44 15.3 13,153 158.92 4.4 3,812 159.45 15.6 13,337 158.93 4.7 3,988 159.46 15.8 13,521 158.94 4.9 4,163 159.47 16.0 13,706 158.95 5.1 4,339 159.48 16.2 13,891 158.96 5.3 4,514 159.49 16.4 14,075 158.97 5.5 4,690 159.50 16.6 14,260 158.98 5.7 4,866 159.51 16.9 14,446 158.99 5.9 5,043 159.52 17.1 14,631 159.00 6.1 5,219 159.53 17.3 14,817 159.01 6.3 5,396 159.54 17.5 15,002 159.02 6.5 5,573 159.55 17.7 15,188 159.03 6.7 5,750 159.56 17.9 15,374 159.04 6.9 5,927 159.57 18.2 15,560 159.05 7.1 6,104 159.58 18.4 15,747 159.06 7.3 6,281 159.59 18.6 15,933 159.07 7.5 6,459 159.60 18.8 16,120 159.08 7.7 6,637 159.61 19.0 16,307 159.09 8.0 6,815 159.62 19.2 16,494 159.10 8.2 6,993 159.63 19.5 16,681 159.11 8.4 7,171 159.64 19.7 16,869 159.12 8.6 7,350 159.65 19.9 17,056 159.13 8.8 7,529 159.66 20.1 17,244 159.14 9.0 7,708 159.67 20.3 17,432 159.15 9.2 7,887 159.68 20.6 17,620 159.16 9.4 8,066 159.69 20.8 17,809 159.17 9.6 8,245 159.70 21.0 17,997 159.18 9.8 8,425 159.19 10.0 8,604 159.20 10.3 8,784 159.21 10.5 8,964 159.22 10.7 9,145 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 67 Summary for Reach 5R: (new Reach) Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth = 0.02" for 10-Year event Inflow = 0.22 cfs @ 12.40 hrs, Volume= 0.005 of Outflow = 0.04 cfs @ 14.19 hrs, Volume= 0.005 af, Atten= 84%, Lag= 107.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.08 fps, Min. Travel Time= 91.1 min Avg. Velocity = 0.05 fps, Avg. Travel Time= 149.2 min Peak Storage= 192 cf @ 12.67 hrs Average Depth at Peak Storage= 0.02' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 '/' Top Width= 22.00' Length= 428.7' Slope= 0.0005 T Inlet Invert= 158.50', Outlet Invert= 158.30' PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 68 Stage-Area-Storage for Reach 5R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.50 0.0 0 159.03 10.9 4,665 158.51 0.2 86 159.04 11.1 4,755 158.52 0.4 172 159.05 11.3 4,845 158.53 0.6 258 159.06 11.5 4,936 158.54 0.8 344 159.07 11.7 5,026 158.55 1.0 430 159.08 11.9 5,117 158.56 1.2 516 159.09 12.1 5,208 158.57 1.4 602 159.10 12.4 5,299 158.58 1.6 689 159.11 12.6 5,390 158.59 1.8 775 159.12 12.8 5,481 158.60 2.0 862 159.13 13.0 5,572 158.61 2.2 948 159.14 13.2 5,663 158.62 2.4 1,035 159.15 13.4 5,754 158.63 2.6 1,122 159.16 13.6 5,846 158.64 2.8 1,209 159.17 13.8 5,937 158.65 3.0 1,296 159.18 14.1 6,029 158.66 3.2 1,383 159.19 14.3 6,120 158.67 3.4 1,470 159.20 14.5 6,212 158.68 3.6 1,557 159.21 14.7 6,304 158.69 3.8 1,645 159.22 14.9 6,396 158.70 4.0 1,732 159.23 15.1 6,487 158.71 4.2 1,819 159.24 15.3 6,580 158.72 4.4 1,907 159.25 15.6 6,672 158.73 4.7 1,995 159.26 15.8 6,764 158.74 4.9 2,082 159.27 16.0 6,856 158.75 5.1 2,170 159.28 16.2 6,949 158.76 5.3 2,258 159.29 16.4 7,041 158.77 5.5 2,346 159.30 16.6 7,134 158.78 5.7 2,434 159.31 16.9 7,226 158.79 5.9 2,523 159.32 17.1 7,319 158.80 6.1 2,611 159.33 17.3 7,412 158.81 6.3 2,699 159.34 17.5 7,505 158.82 6.5 2,788 159.35 17.7 7,598 158.83 6.7 2,876 159.36 17.9 7,691 158.84 6.9 2,965 159.37 18.2 7,784 158.85 7.1 3,053 159.38 18.4 7,877 158.86 7.3 3,142 159.39 18.6 7,970 158.87 7.5 3,231 159.40 18.8 8,064 158.88 7.7 3,320 159.41 19.0 8,157 158.89 8.0 3,409 159.42 19.2 8,251 158.90 8.2 3,498 159.43 19.5 8,345 158.91 8.4 3,587 159.44 19.7 8,438 158.92 8.6 3,677 159.45 19.9 8,532 158.93 8.8 3,766 159.46 20.1 8,626 158.94 9.0 3,856 159.47 20.3 8,720 158.95 9.2 3,945 159.48 20.6 8,814 158.96 9.4 4,035 159.49 20.8 8,908 158.97 9.6 4,124 159.50 21.0 9,003 158.98 9.8 4,214 158.99 10.0 4,304 159.00 10.3 4,394 159.01 10.5 4,484 159.02 10.7 4,574 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 69 Summary for Pond 10P: Infiltration Area 3 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 2.18" for 10-Year event Inflow = 1.76 cfs @ 12.07 hrs, Volume= 0.183 of Outflow = 1.17 cfs @ 12.25 hrs, Volume= 0.183 af, Atten= 34%, Lag= 10.9 min Discarded = 0.87 cfs @ 12.25 hrs, Volume= 0.178 of Primary = 0.29 cfs @ 12.25 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.16' @ 12.25 hrs Surf.Area= 0.026 ac Storage= 0.020 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.4 min ( 777.6 - 773.2 ) Volume Invert Avail.Storage Storage Description #1A 167.86' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 168.36' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 167.86' 20.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 165.86' #2 Primary 168.86' 12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 168.86' / 168.00' S= 0.0297 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.87 cfs @ 12.25 hrs HW=169.16' (Free Discharge) L1=Exfiltration ( Controls 0.87 cfs) Primary OutFlow Max=0.29 cfs @ 12.25 hrs HW=169.16' (Free Discharge) L2=Culvert (Inlet Controls 0.29 cfs @ 1.47 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 70 Pond 10P: Infiltration Area 3 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 71 Stage-Area-Storage for Pond 10P: Infiltration Area 3 Elevation Surface Storage (feet) (acres) (acre-feet) 167.86 0.026 0.000 167.91 0.026 0.001 167.96 0.026 0.001 168.01 0.026 0.002 168.06 0.026 0.002 168.11 0.026 0.003 168.16 0.026 0.003 168.21 0.026 0.004 168.26 0.026 0.004 168.31 0.026 0.005 168.36 0.026 0.005 168.41 0.026 0.006 168.46 0.026 0.007 168.51 0.026 0.008 168.56 0.026 0.009 168.61 0.026 0.010 168.66 0.026 0.011 168.71 0.026 0.012 168.76 0.026 0.013 168.81 0.026 0.014 168.86 0.026 0.015 168.91 0.026 0.016 168.96 0.026 0.017 169.01 0.026 0.018 169.06 0.026 0.019 169.11 0.026 0.020 169.16 0.026 0.020 169.21 0.026 0.021 169.26 0.026 0.022 169.31 0.026 0.023 169.36 0.026 0.024 169.41 0.026 0.024 169.46 0.026 0.025 169.51 0.026 0.026 169.56 0.026 0.026 169.61 0.026 0.027 169.66 0.026 0.027 169.71 0.026 0.028 169.76 0.026 0.028 169.81 0.026 0.029 169.86 0.026 0.029 169.91 0.026 0.030 169.96 0.026 0.031 170.01 0.026 0.031 170.06 0.026 0.032 170.11 0.026 0.032 170.16 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 72 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 0.61" for 10-Year event Inflow = 1.03 cfs @ 12.21 hrs, Volume= 0.129 of Outflow = 0.70 cfs @ 12.40 hrs, Volume= 0.129 af, Atten= 32%, Lag= 11.2 min Discarded = 0.48 cfs @ 12.40 hrs, Volume= 0.124 of Primary = 0.22 cfs @ 12.40 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.46' @ 12.40 hrs Surf.Area= 0.026 ac Storage= 0.016 of Plug-Flow detention time= 6.6 min calculated for 0.129 of(100% of inflow) Center-of-Mass det. time= 6.4 min ( 787.7 - 781.3 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 162.90' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.40' #2 Primary 163.20' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.20' / 163.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.48 cfs @ 12.40 hrs HW=163.46' (Free Discharge) L1=Exfiltration ( Controls 0.48 cfs) Primary OutFlow Max=0.22 cfs @ 12.40 hrs HW=163.46' (Free Discharge) L2=Culvert (Inlet Controls 0.22 cfs @ 1.36 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 73 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 74 Stage-Area-Storage for Pond 12P: Infiltration Area 5 Elevation Surface Storage (feet) (acres) (acre-feet) 162.40 0.026 0.000 162.45 0.026 0.001 162.50 0.026 0.001 162.55 0.026 0.002 162.60 0.026 0.002 162.65 0.026 0.003 162.70 0.026 0.003 162.75 0.026 0.004 162.80 0.026 0.004 162.85 0.026 0.005 162.90 0.026 0.005 162.95 0.026 0.006 163.00 0.026 0.007 163.05 0.026 0.008 163.10 0.026 0.009 163.15 0.026 0.010 163.20 0.026 0.011 163.25 0.026 0.012 163.30 0.026 0.013 163.35 0.026 0.014 163.40 0.026 0.015 163.45 0.026 0.016 163.50 0.026 0.017 163.55 0.026 0.018 163.60 0.026 0.019 163.65 0.026 0.020 163.70 0.026 0.020 163.75 0.026 0.021 163.80 0.026 0.022 163.85 0.026 0.023 163.90 0.026 0.024 163.95 0.026 0.024 164.00 0.026 0.025 164.05 0.026 0.026 164.10 0.026 0.026 164.15 0.026 0.027 164.20 0.026 0.027 164.25 0.026 0.028 164.30 0.026 0.028 164.35 0.026 0.029 164.40 0.026 0.029 164.45 0.026 0.030 164.50 0.026 0.031 164.55 0.026 0.031 164.60 0.026 0.032 164.65 0.026 0.032 164.70 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.19 cfs @ 12.01 hrs, Volume= 0.013 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 76 Summary for Pond 14P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 4.47" for 10-Year event Inflow = 0.19 cfs @ 12.01 hrs, Volume= 0.013 of Outflow = 0.07 cfs @ 12.19 hrs, Volume= 0.013 af, Atten= 63%, Lag= 10.8 min Discarded = 0.07 cfs @ 12.19 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.26' @ 12.19 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.5 min ( 763.0 - 758.5 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.07 cfs @ 12.19 hrs HW=163.26' (Free Discharge) L1=Exfiltration ( Controls 0.07 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 77 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 78 Stage-Area-Storage for Pond 14P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 79 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.19 cfs @ 12.01 hrs, Volume= 0.013 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 80 Summary for Pond 16P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 4.47" for 10-Year event Inflow = 0.19 cfs @ 12.01 hrs, Volume= 0.013 of Outflow = 0.07 cfs @ 12.19 hrs, Volume= 0.013 af, Atten= 63%, Lag= 10.8 min Discarded = 0.07 cfs @ 12.19 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.26' @ 12.19 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.5 min ( 763.0 - 758.5 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.07 cfs @ 12.19 hrs HW=163.26' (Free Discharge) L1=Exfiltration ( Controls 0.07 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 81 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 82 Stage-Area-Storage for Pond 16P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 83 Summary for Subcatchment 17S: P1 Runoff = 0.83 cfs @ 12.12 hrs, Volume= 0.075 af, Depth> 2.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 5,856 98 Paved roads w/curbs & sewers, HSG A 7,827 39 >75% Grass cover, Good, HSG A 2,660 98 Paved parking, HSG A 16,343 Weighted Average 7,827 47.89% Pervious Area 8,516 52.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.9 36 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.3 57 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 8.7 143 Total PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 84 Summary for Pond 18P: CB 6 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 2.41" for 10-Year event Inflow = 0.83 cfs @ 12.12 hrs, Volume= 0.075 of Outflow = 0.83 cfs @ 12.12 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 12.12 hrs, Volume= 0.075 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.99' @ 12.12 hrs Flood Elev= 173.55' Device Routing Invert Outlet Devices #1 Primary 170.42' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.42' / 170.29' S= 0.0052 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.81 cfs @ 12.12 hrs HW=170.99' (Free Discharge) L1=Culvert (Barrel Controls 0.81 cfs @ 2.56 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 85 Stage-Area-Storage for Pond 18P: CB 6 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 170.42 0 171.48 0 172.54 0 170.44 0 171.50 0 172.56 0 170.46 0 171.52 0 172.58 0 170.48 0 171.54 0 172.60 0 170.50 0 171.56 0 172.62 0 170.52 0 171.58 0 172.64 0 170.54 0 171.60 0 172.66 0 170.56 0 171.62 0 172.68 0 170.58 0 171.64 0 172.70 0 170.60 0 171.66 0 172.72 0 170.62 0 171.68 0 172.74 0 170.64 0 171.70 0 172.76 0 170.66 0 171.72 0 172.78 0 170.68 0 171.74 0 172.80 0 170.70 0 171.76 0 172.82 0 170.72 0 171.78 0 172.84 0 170.74 0 171.80 0 172.86 0 170.76 0 171.82 0 172.88 0 170.78 0 171.84 0 172.90 0 170.80 0 171.86 0 172.92 0 170.82 0 171.88 0 172.94 0 170.84 0 171.90 0 172.96 0 170.86 0 171.92 0 172.98 0 170.88 0 171.94 0 173.00 0 170.90 0 171.96 0 173.02 0 170.92 0 171.98 0 173.04 0 170.94 0 172.00 0 173.06 0 170.96 0 172.02 0 173.08 0 170.98 0 172.04 0 173.10 0 171.00 0 172.06 0 173.12 0 171.02 0 172.08 0 173.14 0 171.04 0 172.10 0 173.16 0 171.06 0 172.12 0 173.18 0 171.08 0 172.14 0 173.20 0 171.10 0 172.16 0 173.22 0 171.12 0 172.18 0 173.24 0 171.14 0 172.20 0 173.26 0 171.16 0 172.22 0 173.28 0 171.18 0 172.24 0 173.30 0 171.20 0 172.26 0 173.32 0 171.22 0 172.28 0 173.34 0 171.24 0 172.30 0 173.36 0 171.26 0 172.32 0 173.38 0 171.28 0 172.34 0 173.40 0 171.30 0 172.36 0 173.42 0 171.32 0 172.38 0 173.44 0 171.34 0 172.40 0 173.46 0 171.36 0 172.42 0 173.48 0 171.38 0 172.44 0 173.50 0 171.40 0 172.46 0 173.52 0 171.42 0 172.48 0 173.54 0 171.44 0 172.50 0 171.46 0 172.52 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 86 Summary for Pond 19P: DMH 8 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 2.41" for 10-Year event Inflow = 0.83 cfs @ 12.12 hrs, Volume= 0.075 of Outflow = 0.83 cfs @ 12.12 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 12.12 hrs, Volume= 0.075 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.73' @ 12.12 hrs Flood Elev= 174.26' Device Routing Invert Outlet Devices #1 Primary 170.19' 12.0" Round Culvert L= 85.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.19' / 169.76' S= 0.0051 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.81 cfs @ 12.12 hrs HW=170.72' (Free Discharge) L1=Culvert (Barrel Controls 0.81 cfs @ 2.78 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 87 Stage-Area-Storage for Pond 19P: DMH 8 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 170.19 0 172.84 0 170.24 0 172.89 0 170.29 0 172.94 0 170.34 0 172.99 0 170.39 0 173.04 0 170.44 0 173.09 0 170.49 0 173.14 0 170.54 0 173.19 0 170.59 0 173.24 0 170.64 0 173.29 0 170.69 0 173.34 0 170.74 0 173.39 0 170.79 0 173.44 0 170.84 0 173.49 0 170.89 0 173.54 0 170.94 0 173.59 0 170.99 0 173.64 0 171.04 0 173.69 0 171.09 0 173.74 0 171.14 0 173.79 0 171.19 0 173.84 0 171.24 0 173.89 0 171.29 0 173.94 0 171.34 0 173.99 0 171.39 0 174.04 0 171.44 0 174.09 0 171.49 0 174.14 0 171.54 0 174.19 0 171.59 0 174.24 0 171.64 0 171.69 0 171.74 0 171.79 0 171.84 0 171.89 0 171.94 0 171.99 0 172.04 0 172.09 0 172.14 0 172.19 0 172.24 0 172.29 0 172.34 0 172.39 0 172.44 0 172.49 0 172.54 0 172.59 0 172.64 0 172.69 0 172.74 0 172.79 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 88 Summary for Pond 20P: DMH 7 Inflow Area = 0.507 ac, 64.54% Impervious, Inflow Depth > 2.95" for 10-Year event Inflow = 1.27 cfs @ 12.06 hrs, Volume= 0.124 of Outflow = 1.27 cfs @ 12.06 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min Primary = 1.27 cfs @ 12.06 hrs, Volume= 0.124 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.34' @ 12.06 hrs Flood Elev= 173.90' Device Routing Invert Outlet Devices #1 Primary 169.66' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.66' / 169.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.26 cfs @ 12.06 hrs HW=170.34' (Free Discharge) L1=Culvert (Inlet Controls 1.26 cfs @ 2.22 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 89 Stage-Area-Storage for Pond 20P: DMH 7 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.66 0 172.31 0 169.71 0 172.36 0 169.76 0 172.41 0 169.81 0 172.46 0 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 173.41 0 170.81 0 173.46 0 170.86 0 173.51 0 170.91 0 173.56 0 170.96 0 173.61 0 171.01 0 173.66 0 171.06 0 173.71 0 171.11 0 173.76 0 171.16 0 173.81 0 171.21 0 173.86 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 90 Summary for Pond 21 P: CB 5 Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth > 4.47" for 10-Year event Inflow = 0.51 cfs @ 12.01 hrs, Volume= 0.036 of Outflow = 0.51 cfs @ 12.01 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary = 0.51 cfs @ 12.01 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.27' @ 12.01 hrs Flood Elev= 173.36' Device Routing Invert Outlet Devices #1 Primary 169.86' 12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.86' / 169.76' S= 0.0143 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.49 cfs @ 12.01 hrs HW=170.26' (Free Discharge) L1=Culvert (Barrel Controls 0.49 cfs @ 2.42 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 91 Stage-Area-Storage for Pond 21 P: CB 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 170.81 0 170.86 0 170.91 0 170.96 0 171.01 0 171.06 0 171.11 0 171.16 0 171.21 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 172.31 0 172.36 0 172.41 0 172.46 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 92 Summary for Pond 22P: DMH 5 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 2.18" for 10-Year event Inflow = 1.76 cfs @ 12.07 hrs, Volume= 0.183 of Outflow = 1.76 cfs @ 12.07 hrs, Volume= 0.183 af, Atten= 0%, Lag= 0.0 min Primary = 1.76 cfs @ 12.07 hrs, Volume= 0.183 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.85' @ 12.07 hrs Flood Elev= 172.40' Device Routing Invert Outlet Devices #1 Primary 169.00' 12.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.00' / 168.40' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.74 cfs @ 12.07 hrs HW=169.84' (Free Discharge) L1=Culvert (Inlet Controls 1.74 cfs @ 2.46 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 93 Stage-Area-Storage for Pond 22P: DMH 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.00 0 171.65 0 169.05 0 171.70 0 169.10 0 171.75 0 169.15 0 171.80 0 169.20 0 171.85 0 169.25 0 171.90 0 169.30 0 171.95 0 169.35 0 172.00 0 169.40 0 172.05 0 169.45 0 172.10 0 169.50 0 172.15 0 169.55 0 172.20 0 169.60 0 172.25 0 169.65 0 172.30 0 169.70 0 172.35 0 169.75 0 172.40 0 169.80 0 169.85 0 169.90 0 169.95 0 170.00 0 170.05 0 170.10 0 170.15 0 170.20 0 170.25 0 170.30 0 170.35 0 170.40 0 170.45 0 170.50 0 170.55 0 170.60 0 170.65 0 170.70 0 170.75 0 170.80 0 170.85 0 170.90 0 170.95 0 171.00 0 171.05 0 171.10 0 171.15 0 171.20 0 171.25 0 171.30 0 171.35 0 171.40 0 171.45 0 171.50 0 171.55 0 171.60 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 94 Summary for Pond 23P: CB 4 Inflow Area = 0.468 ac, 23.53% Impervious, Inflow Depth > 1.18" for 10-Year event Inflow = 0.44 cfs @ 12.14 hrs, Volume= 0.046 of Outflow = 0.44 cfs @ 12.14 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.14 hrs, Volume= 0.046 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.48' @ 12.14 hrs Flood Elev= 171.65' Device Routing Invert Outlet Devices #1 Primary 169.10' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.10' / 169.00' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.44 cfs @ 12.14 hrs HW=169.48' (Free Discharge) L1=Culvert (Barrel Controls 0.44 cfs @ 2.42 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 95 Stage-Area-Storage for Pond 23P: CB 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 169.10 0 170.16 0 171.22 0 169.12 0 170.18 0 171.24 0 169.14 0 170.20 0 171.26 0 169.16 0 170.22 0 171.28 0 169.18 0 170.24 0 171.30 0 169.20 0 170.26 0 171.32 0 169.22 0 170.28 0 171.34 0 169.24 0 170.30 0 171.36 0 169.26 0 170.32 0 171.38 0 169.28 0 170.34 0 171.40 0 169.30 0 170.36 0 171.42 0 169.32 0 170.38 0 171.44 0 169.34 0 170.40 0 171.46 0 169.36 0 170.42 0 171.48 0 169.38 0 170.44 0 171.50 0 169.40 0 170.46 0 171.52 0 169.42 0 170.48 0 171.54 0 169.44 0 170.50 0 171.56 0 169.46 0 170.52 0 171.58 0 169.48 0 170.54 0 171.60 0 169.50 0 170.56 0 171.62 0 169.52 0 170.58 0 171.64 0 169.54 0 170.60 0 169.56 0 170.62 0 169.58 0 170.64 0 169.60 0 170.66 0 169.62 0 170.68 0 169.64 0 170.70 0 169.66 0 170.72 0 169.68 0 170.74 0 169.70 0 170.76 0 169.72 0 170.78 0 169.74 0 170.80 0 169.76 0 170.82 0 169.78 0 170.84 0 169.80 0 170.86 0 169.82 0 170.88 0 169.84 0 170.90 0 169.86 0 170.92 0 169.88 0 170.94 0 169.90 0 170.96 0 169.92 0 170.98 0 169.94 0 171.00 0 169.96 0 171.02 0 169.98 0 171.04 0 170.00 0 171.06 0 170.02 0 171.08 0 170.04 0 171.10 0 170.06 0 171.12 0 170.08 0 171.14 0 170.10 0 171.16 0 170.12 0 171.18 0 170.14 0 171.20 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 96 Summary for Subcatchment 24S: P2 Runoff = 0.51 cfs @ 12.01 hrs, Volume= 0.036 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 4,194 98 Paved roads w/curbs &sewers, HSG A 4,194 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.19 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 0.3 59 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 1.0 109 Total PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 97 Summary for Subcatchment 25S: P3 Runoff = 0.44 cfs @ 12.14 hrs, Volume= 0.046 af, Depth> 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 1,545 98 Paved roads w/curbs & sewers, HSG A 15,583 39 >75% Grass cover, Good, HSG A 3,250 98 Paved parking, HSG A 20,378 Weighted Average 15,583 76.47% Pervious Area 4,795 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 2.8 118 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 76 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 10.7 244 Total PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 98 Summary for Subcatchment 26S: LOT 2 ROOF Runoff = 0.19 cfs @ 12.01 hrs, Volume= 0.013 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 99 Summary for Subcatchment 27S: LOT 3 ROOF Runoff = 0.19 cfs @ 12.01 hrs, Volume= 0.013 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 100 Summary for Subcatchment 29S: P4 Runoff = 0.54 cfs @ 12.21 hrs, Volume= 0.060 af, Depth> 2.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,390 39 >75% Grass cover, Good, HSG A 1,558 98 Paved parking, HSG A 15,133 Weighted Average 8,390 55.44% Pervious Area 6,743 44.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 101 Summary for Pond 30P: CB 3 Inflow Area = 0.347 ac, 44.56% Impervious, Inflow Depth > 2.09" for 10-Year event Inflow = 0.54 cfs @ 12.21 hrs, Volume= 0.060 of Outflow = 0.54 cfs @ 12.21 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 12.21 hrs, Volume= 0.060 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.86' @ 12.21 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.53 cfs @ 12.21 hrs HW=164.86' (Free Discharge) L1=Culvert (Barrel Controls 0.53 cfs @ 2.50 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 102 Stage-Area-Storage for Pond 30P: CB 3 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 164.44 0 167.09 0 164.49 0 167.14 0 164.54 0 167.19 0 164.59 0 167.24 0 164.64 0 167.29 0 164.69 0 167.34 0 164.74 0 167.39 0 164.79 0 167.44 0 164.84 0 167.49 0 164.89 0 167.54 0 164.94 0 167.59 0 164.99 0 167.64 0 165.04 0 167.69 0 165.09 0 167.74 0 165.14 0 167.79 0 165.19 0 167.84 0 165.24 0 167.89 0 165.29 0 167.94 0 165.34 0 167.99 0 165.39 0 168.04 0 165.44 0 168.09 0 165.49 0 168.14 0 165.54 0 168.19 0 165.59 0 168.24 0 165.64 0 168.29 0 165.69 0 168.34 0 165.74 0 168.39 0 165.79 0 168.44 0 165.84 0 168.49 0 165.89 0 168.54 0 165.94 0 168.59 0 165.99 0 168.64 0 166.04 0 168.69 0 166.09 0 168.74 0 166.14 0 168.79 0 166.19 0 168.84 0 166.24 0 168.89 0 166.29 0 168.94 0 166.34 0 168.99 0 166.39 0 166.44 0 166.49 0 166.54 0 166.59 0 166.64 0 166.69 0 166.74 0 166.79 0 166.84 0 166.89 0 166.94 0 166.99 0 167.04 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 103 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.96% Impervious, Inflow Depth > 0.42" for 10-Year event Inflow = 0.61 cfs @ 12.21 hrs, Volume= 0.074 of Outflow = 0.61 cfs @ 12.21 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 0.61 cfs @ 12.21 hrs, Volume= 0.074 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.69' @ 12.21 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.60 cfs @ 12.21 hrs HW=164.68' (Free Discharge) L1=Culvert (Barrel Controls 0.60 cfs @ 2.63 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 104 Stage-Area-Storage for Pond 31 P: DMH 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 164.24 0 166.36 0 168.48 0 164.28 0 166.40 0 168.52 0 164.32 0 166.44 0 168.56 0 164.36 0 166.48 0 168.60 0 164.40 0 166.52 0 168.64 0 164.44 0 166.56 0 168.68 0 164.48 0 166.60 0 168.72 0 164.52 0 166.64 0 168.76 0 164.56 0 166.68 0 168.80 0 164.60 0 166.72 0 168.84 0 164.64 0 166.76 0 168.88 0 164.68 0 166.80 0 168.92 0 164.72 0 166.84 0 168.96 0 164.76 0 166.88 0 169.00 0 164.80 0 166.92 0 169.04 0 164.84 0 166.96 0 169.08 0 164.88 0 167.00 0 169.12 0 164.92 0 167.04 0 169.16 0 164.96 0 167.08 0 169.20 0 165.00 0 167.12 0 169.24 0 165.04 0 167.16 0 169.28 0 165.08 0 167.20 0 169.32 0 165.12 0 167.24 0 169.36 0 165.16 0 167.28 0 169.40 0 165.20 0 167.32 0 169.44 0 165.24 0 167.36 0 169.48 0 165.28 0 167.40 0 169.52 0 165.32 0 167.44 0 169.56 0 165.36 0 167.48 0 169.60 0 165.40 0 167.52 0 165.44 0 167.56 0 165.48 0 167.60 0 165.52 0 167.64 0 165.56 0 167.68 0 165.60 0 167.72 0 165.64 0 167.76 0 165.68 0 167.80 0 165.72 0 167.84 0 165.76 0 167.88 0 165.80 0 167.92 0 165.84 0 167.96 0 165.88 0 168.00 0 165.92 0 168.04 0 165.96 0 168.08 0 166.00 0 168.12 0 166.04 0 168.16 0 166.08 0 168.20 0 166.12 0 168.24 0 166.16 0 168.28 0 166.20 0 168.32 0 166.24 0 168.36 0 166.28 0 168.40 0 166.32 0 168.44 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 105 Summary for Pond 32P: DMH 2 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 0.61" for 10-Year event Inflow = 1.03 cfs @ 12.21 hrs, Volume= 0.129 of Outflow = 1.03 cfs @ 12.21 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Primary = 1.03 cfs @ 12.21 hrs, Volume= 0.129 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.23' @ 12.21 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.02 cfs @ 12.21 hrs HW=164.23' (Free Discharge) L1=Culvert (Inlet Controls 1.02 cfs @ 2.08 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 106 Stage-Area-Storage for Pond 32P: DMH 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.63 0 166.28 0 163.68 0 166.33 0 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 167.48 0 164.88 0 167.53 0 164.93 0 167.58 0 164.98 0 167.63 0 165.03 0 167.68 0 165.08 0 167.73 0 165.13 0 167.78 0 165.18 0 167.83 0 165.23 0 167.88 0 165.28 0 167.93 0 165.33 0 167.98 0 165.38 0 168.03 0 165.43 0 168.08 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 107 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 1.37" for 10-Year event Inflow = 0.36 cfs @ 12.22 hrs, Volume= 0.043 of Outflow = 0.36 cfs @ 12.22 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.36 cfs @ 12.22 hrs, Volume= 0.043 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.06' @ 12.22 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.35 cfs @ 12.22 hrs HW=164.06' (Free Discharge) L1=Culvert (Inlet Controls 0.35 cfs @ 1.55 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 108 Stage-Area-Storage for Pond 33P: CB 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 164.88 0 164.93 0 164.98 0 165.03 0 165.08 0 165.13 0 165.18 0 165.23 0 165.28 0 165.33 0 165.38 0 165.43 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 166.28 0 166.33 0 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 109 Summary for Pond 34P: (new Pond) Inflow Area = 4.029 ac, 11.18% Impervious, Inflow Depth > 0.95" for 10-Year event Inflow = 2.89 cfs @ 12.17 hrs, Volume= 0.320 of Outflow = 1.51 cfs @ 12.46 hrs, Volume= 0.268 af, Atten= 48%, Lag= 17.3 min Primary = 1.51 cfs @ 12.46 hrs, Volume= 0.268 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 161.55' @ 12.46 hrs Surf.Area= 4,561 sf Storage= 4,496 cf Plug-Flow detention time= 142.7 min calculated for 0.267 of(83% of inflow) Center-of-Mass det. time= 69.3 min ( 903.4 - 834.0 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.51 cfs @ 12.46 hrs HW=161.55' (Free Discharge) L1=Culvert (Barrel Controls 1.51 cfs @ 3.68 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 110 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 111 Summary for Subcatchment 34S: P5 Runoff = 0.36 cfs @ 12.22 hrs, Volume= 0.043 af, Depth> 1.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 112 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 18.941 ac, 37.87% Impervious, Inflow Depth > 1.60" for 10-Year event Inflow = 16.28 cfs @ 12.47 hrs, Volume= 2.521 of Outflow = 16.28 cfs @ 12.47 hrs, Volume= 2.521 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 113 Summary for Subcatchment 35S: P7 Runoff = 0.00 cfs @ 23.95 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 114 Summary for Subcatchment 36S: LOT 4 ROOF Runoff = 0.19 cfs @ 12.01 hrs, Volume= 0.013 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 115 Summary for Subcatchment 37S: LOT 5 ROOF Runoff = 0.19 cfs @ 12.01 hrs, Volume= 0.013 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 116 Summary for Subcatchment 38S: EXISTING NORTH CROSS Runoff = 1.68 cfs @ 12.20 hrs, Volume= 0.198 af, Depth> 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 117 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 14.912 ac, 45.09% Impervious, Inflow Depth > 1.81" for 10-Year event Inflow = 14.77 cfs @ 12.47 hrs, Volume= 2.254 of Outflow = 14.77 cfs @ 12.47 hrs, Volume= 2.254 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 118 Summary for Subcatchment P6: (new Subcat) Runoff = 1.30 cfs @ 12.14 hrs, Volume= 0.121 af, Depth> 3.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 11,438 98 Paved parking, HSG A 7,065 39 >75% Grass cover, Good, HSG A 2,481 98 Paved parking, HSG A 20,984 Weighted Average 7,065 33.67% Pervious Area 13,919 66.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 4.3 25 0.0100 0.10 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 4.0 47 0.0008 0.20 Shallow Concentrated Flow, road shallow conc Short Grass Pasture Kv= 7.0 fps 0.1 12 0.0100 2.03 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 0.9 51 0.0200 0.99 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 77 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 10.2 237 Total PROP. DRAINAGE rev 10-17-18 Type/1/ 24-hr 10-Year Rainfall=4.83" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 119 Summary for Subcatchment P7: (new Subcat) Runoff = 14.77 cfs @ 12.47 hrs, Volume= 2.245 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.83" Area (sf) CN Description 116,760 39 >75% Grass cover, Good, HSG A 120,729 30 Woods, Good, HSG A 257,918 98 Wetlands 495,407 Weighted Average 237,489 47.94% Pervious Area 257,918 52.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, sheet Woods: Light underbrush n= 0.400 P2= 3.15" 2.2 160 0.0300 1.21 Shallow Concentrated Flow, shallow conc Short Grass Pasture Kv= 7.0 fps 6.1 315 0.0300 0.87 Shallow Concentrated Flow, shallow conc Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, stream Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 35.8 1,954 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 120 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Reach 3R: (new Reach) Avg. Flow Depth=0.05' Max Vet=0.13 fps Inflow=0.94 cfs 0.021 of n=0.033 L=857.0' S=0.0005 '/' Capacity=19.32 cfs Outflow=0.12 cfs 0.019 of Reach 5R: (new Reach) Avg. Flow Depth=0.06' Max Vet=0.16 fps Inflow=0.61 cfs 0.019 of n=0.033 L=428.7' S=0.0005 '/' Capacity=19.32 cfs Outflow=0.20 cfs 0.019 of Pond 10P: Infiltration Area 3 Peak Elev=169.43' Storage=0.025 of Inflow=2.25 cfs 0.248 of Discarded=0.94 cfs 0.227 of Primary=0.94 cfs 0.021 of Outflow=1.88 cfs 0.248 of Pond 12P: Infiltration Area 5 Peak Elev=163.65' Storage=0.020 of Inflow=1.34 cfs 0.190 of Discarded=0.51 cfs 0.171 of Primary=0.61 cfs 0.019 of Outflow=1.13 cfs 0.190 of Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>5.74" Tc=1.0 min CN=98 Runoff=0.24 cfs 0.017 of Pond 14P: Roof Drywell Peak Elev=163.48' Storage=0.003 of Inflow=0.24 cfs 0.017 of Outflow=0.08 cfs 0.017 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>5.74" Tc=1.0 min CN=98 Runoff=0.24 cfs 0.017 of Pond 16P: Roof Drywell Peak Elev=163.48' Storage=0.003 of Inflow=0.24 cfs 0.017 of Outflow=0.08 cfs 0.017 of Subcatchment17S: P1 Runoff Area=16,343 sf 52.11% Impervious Runoff Depth>3.23" Flow Length=143' Tc=8.7 min CN=WQ Runoff=1.07 cfs 0.101 of Pond 18P: CB 6 Peak EIev=171.09' Inflow=1.07 cfs 0.101 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0052 T Outflow=1.07 cfs 0.101 of Pond 19P: DMH 8 Peak EIev=170.82' Inflow=1.07 cfs 0.101 of 12.0" Round Culvert n=0.012 L=85.0' S=0.0051 T Outflow=1.07 cfs 0.101 of Pond 20P: DMH 7 Peak EIev=170.46' Inflow=1.62 cfs 0.164 of 12.0" Round Culvert n=0.012 L=132.0' S=0.0050 '/' Outflow=1.62 cfs 0.164 of Pond 21 P: CB 5 Peak EIev=170.34' Inflow=0.65 cfs 0.046 of 12.0" Round Culvert n=0.012 L=7.0' S=0.0143 T Outflow=0.65 cfs 0.046 of Pond 22P: DMH 5 Peak EIev=170.07' Inflow=2.25 cfs 0.248 of 12.0" Round Culvert n=0.012 L=119.0' S=0.0050 '/' Outflow=2.25 cfs 0.248 of Pond 23P: CB 4 Peak EIev=169.55' Inflow=0.59 cfs 0.067 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=0.59 cfs 0.067 of Subcatchment24S: P2 Runoff Area=4,194 sf 100.00% Impervious Runoff Depth>5.74" Flow Length=109' Slope=0.0200 '/' Tc=1.0 min CN=98 Runoff=0.65 cfs 0.046 of PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 121 Subcatchment25S: P3 Runoff Area=20,378 sf 23.53% Impervious Runoff Depth>1.73" Flow Length=244' Tc=10.7 min CN=WQ Runoff=0.59 cfs 0.067 of Subcatchment26S: LOT 2 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>5.74" Tc=1.0 min CN=98 Runoff=0.24 cfs 0.017 of Subcatchment27S: LOT 3 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>5.74" Tc=1.0 min CN=98 Runoff=0.24 cfs 0.017 of Subcatchment29S: P4 Runoff Area=15,133 sf 44.56% Impervious Runoff Depth>2.83" Flow Length=430' Tc=16.3 min CN=WQ Runoff=0.70 cfs 0.082 of Pond 30P: CB 3 Peak Elev=164.94' Inflow=0.70 cfs 0.082 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=0.70 cfs 0.082 of Pond 31 P: DMH 4 Peak Elev=164.75' Inflow=0.79 cfs 0.112 of 12.0" Round Culvert n=0.012 L=122.0' S=0.0050 '/' Outflow=0.79 cfs 0.112 of Pond 32P: DMH 2 Peak Elev=164.34' Inflow=1.34 cfs 0.190 of 12.0" Round Culvert n=0.012 L=146.0' S=0.0050 '/' Outflow=1.34 cfs 0.190 of Pond 33P: CB 2 Peak Elev=164.12' Inflow=0.47 cfs 0.061 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0333 T Outflow=0.47 cfs 0.061 of Pond 34P: (new Pond) Peak Elev=161.86' Storage=6,028 cf Inflow=4.58 cfs 0.508 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=2.61 cfs 0.454 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>1.96" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.47 cfs 0.061 of Reach 35R: Downstream of Rea Street Culverts Inflow=21.69 cfs 3.455 of Outflow=21.69 cfs 3.455 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth>0.09" Tc=0.0 min CN=30 Runoff=0.02 cfs 0.013 of Subcatchment36S: LOT 4 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>5.74" Tc=1.0 min CN=98 Runoff=0.24 cfs 0.017 of Subcatchment37S: LOT 5 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>5.74" Tc=1.0 min CN=98 Runoff=0.24 cfs 0.017 of Subcatchment38S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>1.18" Flow Length=215' Tc=13.0 min CN=WQ Runoff=3.07 cfs 0.349 of Reach DP1:At Rea Street Culvert Inflow=19.09 cfs 3.002 of Outflow=19.09 cfs 3.002 of SubcatchmentP6: (new Subcat) Runoff Area=20,984 sf 66.33% Impervious Runoff Depth>3.97" Flow Length=237' Tc=10.2 min CN=WQ Runoff=1.67 cfs 0.160 of Subcatchment P7: (new Subcat) Runoff Area=495,407 sf 52.06% Impervious Runoff Depth>3.13" Flow Length=1,954' Tc=35.8 min CN=WQ Runoff=19.09 cfs 2.964 of PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 122 Total Runoff Area = 19.012 ac Runoff Volume = 3.943 of Average Runoff Depth = 2.49" 61.90% Pervious = 11.767 ac 38.10% Impervious = 7.244 ac PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 123 Summary for Reach 3R: (new Reach) Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth = 0.25" for 25-Year event Inflow = 0.94 cfs @ 12.19 hrs, Volume= 0.021 of Outflow = 0.12 cfs @ 14.42 hrs, Volume= 0.019 af, Atten= 88%, Lag= 133.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.13 fps, Min. Travel Time= 114.0 min Avg. Velocity = 0.06 fps, Avg. Travel Time= 241.9 min Peak Storage= 791 cf @ 12.52 hrs Average Depth at Peak Storage= 0.05' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 T Top Width= 22.00' Length= 857.0' Slope= 0.0005 T Inlet Invert= 158.70', Outlet Invert= 158.30' PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 124 Stage-Area-Storage for Reach 3R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.70 0.0 0 159.23 10.9 9,325 158.71 0.2 171 159.24 11.1 9,506 158.72 0.4 343 159.25 11.3 9,686 158.73 0.6 515 159.26 11.5 9,867 158.74 0.8 687 159.27 11.7 10,048 158.75 1.0 859 159.28 11.9 10,229 158.76 1.2 1,031 159.29 12.1 10,411 158.77 1.4 1,204 159.30 12.4 10,593 158.78 1.6 1,377 159.31 12.6 10,774 158.79 1.8 1,550 159.32 12.8 10,956 158.80 2.0 1,723 159.33 13.0 11,138 158.81 2.2 1,896 159.34 13.2 11,321 158.82 2.4 2,069 159.35 13.4 11,503 158.83 2.6 2,243 159.36 13.6 11,686 158.84 2.8 2,416 159.37 13.8 11,869 158.85 3.0 2,590 159.38 14.1 12,051 158.86 3.2 2,764 159.39 14.3 12,235 158.87 3.4 2,939 159.40 14.5 12,418 158.88 3.6 3,113 159.41 14.7 12,601 158.89 3.8 3,288 159.42 14.9 12,785 158.90 4.0 3,462 159.43 15.1 12,969 158.91 4.2 3,637 159.44 15.3 13,153 158.92 4.4 3,812 159.45 15.6 13,337 158.93 4.7 3,988 159.46 15.8 13,521 158.94 4.9 4,163 159.47 16.0 13,706 158.95 5.1 4,339 159.48 16.2 13,891 158.96 5.3 4,514 159.49 16.4 14,075 158.97 5.5 4,690 159.50 16.6 14,260 158.98 5.7 4,866 159.51 16.9 14,446 158.99 5.9 5,043 159.52 17.1 14,631 159.00 6.1 5,219 159.53 17.3 14,817 159.01 6.3 5,396 159.54 17.5 15,002 159.02 6.5 5,573 159.55 17.7 15,188 159.03 6.7 5,750 159.56 17.9 15,374 159.04 6.9 5,927 159.57 18.2 15,560 159.05 7.1 6,104 159.58 18.4 15,747 159.06 7.3 6,281 159.59 18.6 15,933 159.07 7.5 6,459 159.60 18.8 16,120 159.08 7.7 6,637 159.61 19.0 16,307 159.09 8.0 6,815 159.62 19.2 16,494 159.10 8.2 6,993 159.63 19.5 16,681 159.11 8.4 7,171 159.64 19.7 16,869 159.12 8.6 7,350 159.65 19.9 17,056 159.13 8.8 7,529 159.66 20.1 17,244 159.14 9.0 7,708 159.67 20.3 17,432 159.15 9.2 7,887 159.68 20.6 17,620 159.16 9.4 8,066 159.69 20.8 17,809 159.17 9.6 8,245 159.70 21.0 17,997 159.18 9.8 8,425 159.19 10.0 8,604 159.20 10.3 8,784 159.21 10.5 8,964 159.22 10.7 9,145 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 125 Summary for Reach 5R: (new Reach) Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth = 0.09" for 25-Year event Inflow = 0.61 cfs @ 12.34 hrs, Volume= 0.019 of Outflow = 0.20 cfs @ 13.40 hrs, Volume= 0.019 af, Atten= 67%, Lag= 63.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.16 fps, Min. Travel Time= 45.6 min Avg. Velocity = 0.06 fps, Avg. Travel Time= 125.3 min Peak Storage= 558 cf @ 12.64 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 '/' Top Width= 22.00' Length= 428.7' Slope= 0.0005 T Inlet Invert= 158.50', Outlet Invert= 158.30' PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 126 Stage-Area-Storage for Reach 5R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.50 0.0 0 159.03 10.9 4,665 158.51 0.2 86 159.04 11.1 4,755 158.52 0.4 172 159.05 11.3 4,845 158.53 0.6 258 159.06 11.5 4,936 158.54 0.8 344 159.07 11.7 5,026 158.55 1.0 430 159.08 11.9 5,117 158.56 1.2 516 159.09 12.1 5,208 158.57 1.4 602 159.10 12.4 5,299 158.58 1.6 689 159.11 12.6 5,390 158.59 1.8 775 159.12 12.8 5,481 158.60 2.0 862 159.13 13.0 5,572 158.61 2.2 948 159.14 13.2 5,663 158.62 2.4 1,035 159.15 13.4 5,754 158.63 2.6 1,122 159.16 13.6 5,846 158.64 2.8 1,209 159.17 13.8 5,937 158.65 3.0 1,296 159.18 14.1 6,029 158.66 3.2 1,383 159.19 14.3 6,120 158.67 3.4 1,470 159.20 14.5 6,212 158.68 3.6 1,557 159.21 14.7 6,304 158.69 3.8 1,645 159.22 14.9 6,396 158.70 4.0 1,732 159.23 15.1 6,487 158.71 4.2 1,819 159.24 15.3 6,580 158.72 4.4 1,907 159.25 15.6 6,672 158.73 4.7 1,995 159.26 15.8 6,764 158.74 4.9 2,082 159.27 16.0 6,856 158.75 5.1 2,170 159.28 16.2 6,949 158.76 5.3 2,258 159.29 16.4 7,041 158.77 5.5 2,346 159.30 16.6 7,134 158.78 5.7 2,434 159.31 16.9 7,226 158.79 5.9 2,523 159.32 17.1 7,319 158.80 6.1 2,611 159.33 17.3 7,412 158.81 6.3 2,699 159.34 17.5 7,505 158.82 6.5 2,788 159.35 17.7 7,598 158.83 6.7 2,876 159.36 17.9 7,691 158.84 6.9 2,965 159.37 18.2 7,784 158.85 7.1 3,053 159.38 18.4 7,877 158.86 7.3 3,142 159.39 18.6 7,970 158.87 7.5 3,231 159.40 18.8 8,064 158.88 7.7 3,320 159.41 19.0 8,157 158.89 8.0 3,409 159.42 19.2 8,251 158.90 8.2 3,498 159.43 19.5 8,345 158.91 8.4 3,587 159.44 19.7 8,438 158.92 8.6 3,677 159.45 19.9 8,532 158.93 8.8 3,766 159.46 20.1 8,626 158.94 9.0 3,856 159.47 20.3 8,720 158.95 9.2 3,945 159.48 20.6 8,814 158.96 9.4 4,035 159.49 20.8 8,908 158.97 9.6 4,124 159.50 21.0 9,003 158.98 9.8 4,214 158.99 10.0 4,304 159.00 10.3 4,394 159.01 10.5 4,484 159.02 10.7 4,574 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 127 Summary for Pond 10P: Infiltration Area 3 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 2.95" for 25-Year event Inflow = 2.25 cfs @ 12.07 hrs, Volume= 0.248 of Outflow = 1.88 cfs @ 12.19 hrs, Volume= 0.248 af, Atten= 16%, Lag= 7.6 min Discarded = 0.94 cfs @ 12.19 hrs, Volume= 0.227 of Primary = 0.94 cfs @ 12.19 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.43' @ 12.19 hrs Surf.Area= 0.026 ac Storage= 0.025 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.5 min ( 783.0 - 778.4 ) Volume Invert Avail.Storage Storage Description #1A 167.86' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 168.36' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 167.86' 20.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 165.86' #2 Primary 168.86' 12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 168.86' / 168.00' S= 0.0297 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.94 cfs @ 12.19 hrs HW=169.43' (Free Discharge) L1=Exfiltration ( Controls 0.94 cfs) Primary OutFlow Max=0.93 cfs @ 12.19 hrs HW=169.43' (Free Discharge) L2=Culvert (Inlet Controls 0.93 cfs @ 2.02 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 128 Pond 10P: Infiltration Area 3 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 129 Stage-Area-Storage for Pond 10P: Infiltration Area 3 Elevation Surface Storage (feet) (acres) (acre-feet) 167.86 0.026 0.000 167.91 0.026 0.001 167.96 0.026 0.001 168.01 0.026 0.002 168.06 0.026 0.002 168.11 0.026 0.003 168.16 0.026 0.003 168.21 0.026 0.004 168.26 0.026 0.004 168.31 0.026 0.005 168.36 0.026 0.005 168.41 0.026 0.006 168.46 0.026 0.007 168.51 0.026 0.008 168.56 0.026 0.009 168.61 0.026 0.010 168.66 0.026 0.011 168.71 0.026 0.012 168.76 0.026 0.013 168.81 0.026 0.014 168.86 0.026 0.015 168.91 0.026 0.016 168.96 0.026 0.017 169.01 0.026 0.018 169.06 0.026 0.019 169.11 0.026 0.020 169.16 0.026 0.020 169.21 0.026 0.021 169.26 0.026 0.022 169.31 0.026 0.023 169.36 0.026 0.024 169.41 0.026 0.024 169.46 0.026 0.025 169.51 0.026 0.026 169.56 0.026 0.026 169.61 0.026 0.027 169.66 0.026 0.027 169.71 0.026 0.028 169.76 0.026 0.028 169.81 0.026 0.029 169.86 0.026 0.029 169.91 0.026 0.030 169.96 0.026 0.031 170.01 0.026 0.031 170.06 0.026 0.032 170.11 0.026 0.032 170.16 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 130 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 0.90" for 25-Year event Inflow = 1.34 cfs @ 12.22 hrs, Volume= 0.190 of Outflow = 1.13 cfs @ 12.34 hrs, Volume= 0.190 af, Atten= 16%, Lag= 7.2 min Discarded = 0.51 cfs @ 12.34 hrs, Volume= 0.171 of Primary = 0.61 cfs @ 12.34 hrs, Volume= 0.019 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.65' @ 12.34 hrs Surf.Area= 0.026 ac Storage= 0.020 of Plug-Flow detention time= 6.3 min calculated for 0.189 of(100% of inflow) Center-of-Mass det. time= 6.2 min ( 814.3 - 808.1 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 162.90' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.40' #2 Primary 163.20' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.20' / 163.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.51 cfs @ 12.34 hrs HW=163.65' (Free Discharge) L1=Exfiltration ( Controls 0.51 cfs) Primary OutFlow Max=0.61 cfs @ 12.34 hrs HW=163.65' (Free Discharge) L2=Culvert (Inlet Controls 0.61 cfs @ 1.80 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 131 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 132 Stage-Area-Storage for Pond 12P: Infiltration Area 5 Elevation Surface Storage (feet) (acres) (acre-feet) 162.40 0.026 0.000 162.45 0.026 0.001 162.50 0.026 0.001 162.55 0.026 0.002 162.60 0.026 0.002 162.65 0.026 0.003 162.70 0.026 0.003 162.75 0.026 0.004 162.80 0.026 0.004 162.85 0.026 0.005 162.90 0.026 0.005 162.95 0.026 0.006 163.00 0.026 0.007 163.05 0.026 0.008 163.10 0.026 0.009 163.15 0.026 0.010 163.20 0.026 0.011 163.25 0.026 0.012 163.30 0.026 0.013 163.35 0.026 0.014 163.40 0.026 0.015 163.45 0.026 0.016 163.50 0.026 0.017 163.55 0.026 0.018 163.60 0.026 0.019 163.65 0.026 0.020 163.70 0.026 0.020 163.75 0.026 0.021 163.80 0.026 0.022 163.85 0.026 0.023 163.90 0.026 0.024 163.95 0.026 0.024 164.00 0.026 0.025 164.05 0.026 0.026 164.10 0.026 0.026 164.15 0.026 0.027 164.20 0.026 0.027 164.25 0.026 0.028 164.30 0.026 0.028 164.35 0.026 0.029 164.40 0.026 0.029 164.45 0.026 0.030 164.50 0.026 0.031 164.55 0.026 0.031 164.60 0.026 0.032 164.65 0.026 0.032 164.70 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 133 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.017 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 134 Summary for Pond 14P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 5.74" for 25-Year event Inflow = 0.24 cfs @ 12.01 hrs, Volume= 0.017 of Outflow = 0.08 cfs @ 12.26 hrs, Volume= 0.017 af, Atten= 68%, Lag= 14.9 min Discarded = 0.08 cfs @ 12.26 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.48' @ 12.26 hrs Surf.Area= 0.006 ac Storage= 0.003 of Plug-Flow detention time= 7.4 min calculated for 0.017 of(100% of inflow) Center-of-Mass det. time= 7.2 min ( 764.4 - 757.2 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.08 cfs @ 12.26 hrs HW=163.48' (Free Discharge) L1=Exfiltration ( Controls 0.08 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 135 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 136 Stage-Area-Storage for Pond 14P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 137 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.017 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 138 Summary for Pond 16P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 5.74" for 25-Year event Inflow = 0.24 cfs @ 12.01 hrs, Volume= 0.017 of Outflow = 0.08 cfs @ 12.26 hrs, Volume= 0.017 af, Atten= 68%, Lag= 14.9 min Discarded = 0.08 cfs @ 12.26 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 163.48' @ 12.26 hrs Surf.Area= 0.006 ac Storage= 0.003 of Plug-Flow detention time= 7.4 min calculated for 0.017 of(100% of inflow) Center-of-Mass det. time= 7.2 min ( 764.4 - 757.2 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.08 cfs @ 12.26 hrs HW=163.48' (Free Discharge) L1=Exfiltration ( Controls 0.08 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 139 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 140 Stage-Area-Storage for Pond 16P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 141 Summary for Subcatchment 17S: P1 Runoff = 1.07 cfs @ 12.12 hrs, Volume= 0.101 af, Depth> 3.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 5,856 98 Paved roads w/curbs & sewers, HSG A 7,827 39 >75% Grass cover, Good, HSG A 2,660 98 Paved parking, HSG A 16,343 Weighted Average 7,827 47.89% Pervious Area 8,516 52.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.9 36 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.3 57 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 8.7 143 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 142 Summary for Pond 18P: CB 6 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 3.23" for 25-Year event Inflow = 1.07 cfs @ 12.12 hrs, Volume= 0.101 of Outflow = 1.07 cfs @ 12.12 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.0 min Primary = 1.07 cfs @ 12.12 hrs, Volume= 0.101 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 171.09' @ 12.12 hrs Flood Elev= 173.55' Device Routing Invert Outlet Devices #1 Primary 170.42' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.42' / 170.29' S= 0.0052 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.05 cfs @ 12.12 hrs HW=171.08' (Free Discharge) L1=Culvert (Barrel Controls 1.05 cfs @ 2.71 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 143 Stage-Area-Storage for Pond 18P: CB 6 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 170.42 0 171.48 0 172.54 0 170.44 0 171.50 0 172.56 0 170.46 0 171.52 0 172.58 0 170.48 0 171.54 0 172.60 0 170.50 0 171.56 0 172.62 0 170.52 0 171.58 0 172.64 0 170.54 0 171.60 0 172.66 0 170.56 0 171.62 0 172.68 0 170.58 0 171.64 0 172.70 0 170.60 0 171.66 0 172.72 0 170.62 0 171.68 0 172.74 0 170.64 0 171.70 0 172.76 0 170.66 0 171.72 0 172.78 0 170.68 0 171.74 0 172.80 0 170.70 0 171.76 0 172.82 0 170.72 0 171.78 0 172.84 0 170.74 0 171.80 0 172.86 0 170.76 0 171.82 0 172.88 0 170.78 0 171.84 0 172.90 0 170.80 0 171.86 0 172.92 0 170.82 0 171.88 0 172.94 0 170.84 0 171.90 0 172.96 0 170.86 0 171.92 0 172.98 0 170.88 0 171.94 0 173.00 0 170.90 0 171.96 0 173.02 0 170.92 0 171.98 0 173.04 0 170.94 0 172.00 0 173.06 0 170.96 0 172.02 0 173.08 0 170.98 0 172.04 0 173.10 0 171.00 0 172.06 0 173.12 0 171.02 0 172.08 0 173.14 0 171.04 0 172.10 0 173.16 0 171.06 0 172.12 0 173.18 0 171.08 0 172.14 0 173.20 0 171.10 0 172.16 0 173.22 0 171.12 0 172.18 0 173.24 0 171.14 0 172.20 0 173.26 0 171.16 0 172.22 0 173.28 0 171.18 0 172.24 0 173.30 0 171.20 0 172.26 0 173.32 0 171.22 0 172.28 0 173.34 0 171.24 0 172.30 0 173.36 0 171.26 0 172.32 0 173.38 0 171.28 0 172.34 0 173.40 0 171.30 0 172.36 0 173.42 0 171.32 0 172.38 0 173.44 0 171.34 0 172.40 0 173.46 0 171.36 0 172.42 0 173.48 0 171.38 0 172.44 0 173.50 0 171.40 0 172.46 0 173.52 0 171.42 0 172.48 0 173.54 0 171.44 0 172.50 0 171.46 0 172.52 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 144 Summary for Pond 19P: DMH 8 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 3.23" for 25-Year event Inflow = 1.07 cfs @ 12.12 hrs, Volume= 0.101 of Outflow = 1.07 cfs @ 12.12 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.0 min Primary = 1.07 cfs @ 12.12 hrs, Volume= 0.101 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.82' @ 12.12 hrs Flood Elev= 174.26' Device Routing Invert Outlet Devices #1 Primary 170.19' 12.0" Round Culvert L= 85.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.19' / 169.76' S= 0.0051 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.05 cfs @ 12.12 hrs HW=170.81' (Free Discharge) L1=Culvert (Barrel Controls 1.05 cfs @ 2.95 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 145 Stage-Area-Storage for Pond 19P: DMH 8 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 170.19 0 172.84 0 170.24 0 172.89 0 170.29 0 172.94 0 170.34 0 172.99 0 170.39 0 173.04 0 170.44 0 173.09 0 170.49 0 173.14 0 170.54 0 173.19 0 170.59 0 173.24 0 170.64 0 173.29 0 170.69 0 173.34 0 170.74 0 173.39 0 170.79 0 173.44 0 170.84 0 173.49 0 170.89 0 173.54 0 170.94 0 173.59 0 170.99 0 173.64 0 171.04 0 173.69 0 171.09 0 173.74 0 171.14 0 173.79 0 171.19 0 173.84 0 171.24 0 173.89 0 171.29 0 173.94 0 171.34 0 173.99 0 171.39 0 174.04 0 171.44 0 174.09 0 171.49 0 174.14 0 171.54 0 174.19 0 171.59 0 174.24 0 171.64 0 171.69 0 171.74 0 171.79 0 171.84 0 171.89 0 171.94 0 171.99 0 172.04 0 172.09 0 172.14 0 172.19 0 172.24 0 172.29 0 172.34 0 172.39 0 172.44 0 172.49 0 172.54 0 172.59 0 172.64 0 172.69 0 172.74 0 172.79 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 146 Summary for Pond 20P: DMH 7 Inflow Area = 0.507 ac, 64.54% Impervious, Inflow Depth > 3.88" for 25-Year event Inflow = 1.62 cfs @ 12.06 hrs, Volume= 0.164 of Outflow = 1.62 cfs @ 12.06 hrs, Volume= 0.164 af, Atten= 0%, Lag= 0.0 min Primary = 1.62 cfs @ 12.06 hrs, Volume= 0.164 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.46' @ 12.06 hrs Flood Elev= 173.90' Device Routing Invert Outlet Devices #1 Primary 169.66' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.66' / 169.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.61 cfs @ 12.06 hrs HW=170.46' (Free Discharge) L1=Culvert (Inlet Controls 1.61 cfs @ 2.40 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 147 Stage-Area-Storage for Pond 20P: DMH 7 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.66 0 172.31 0 169.71 0 172.36 0 169.76 0 172.41 0 169.81 0 172.46 0 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 173.41 0 170.81 0 173.46 0 170.86 0 173.51 0 170.91 0 173.56 0 170.96 0 173.61 0 171.01 0 173.66 0 171.06 0 173.71 0 171.11 0 173.76 0 171.16 0 173.81 0 171.21 0 173.86 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 148 Summary for Pond 21 P: CB 5 Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth > 5.74" for 25-Year event Inflow = 0.65 cfs @ 12.01 hrs, Volume= 0.046 of Outflow = 0.65 cfs @ 12.01 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary = 0.65 cfs @ 12.01 hrs, Volume= 0.046 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.34' @ 12.01 hrs Flood Elev= 173.36' Device Routing Invert Outlet Devices #1 Primary 169.86' 12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.86' / 169.76' S= 0.0143 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.62 cfs @ 12.01 hrs HW=170.33' (Free Discharge) L1=Culvert (Barrel Controls 0.62 cfs @ 2.54 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 149 Stage-Area-Storage for Pond 21 P: CB 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 170.81 0 170.86 0 170.91 0 170.96 0 171.01 0 171.06 0 171.11 0 171.16 0 171.21 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 172.31 0 172.36 0 172.41 0 172.46 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 150 Summary for Pond 22P: DMH 5 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 2.95" for 25-Year event Inflow = 2.25 cfs @ 12.07 hrs, Volume= 0.248 of Outflow = 2.25 cfs @ 12.07 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Primary = 2.25 cfs @ 12.07 hrs, Volume= 0.248 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.07' @ 12.07 hrs Flood Elev= 172.40' Device Routing Invert Outlet Devices #1 Primary 169.00' 12.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.00' / 168.40' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.22 cfs @ 12.07 hrs HW=170.05' (Free Discharge) L1=Culvert (Inlet Controls 2.22 cfs @ 2.83 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 151 Stage-Area-Storage for Pond 22P: DMH 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.00 0 171.65 0 169.05 0 171.70 0 169.10 0 171.75 0 169.15 0 171.80 0 169.20 0 171.85 0 169.25 0 171.90 0 169.30 0 171.95 0 169.35 0 172.00 0 169.40 0 172.05 0 169.45 0 172.10 0 169.50 0 172.15 0 169.55 0 172.20 0 169.60 0 172.25 0 169.65 0 172.30 0 169.70 0 172.35 0 169.75 0 172.40 0 169.80 0 169.85 0 169.90 0 169.95 0 170.00 0 170.05 0 170.10 0 170.15 0 170.20 0 170.25 0 170.30 0 170.35 0 170.40 0 170.45 0 170.50 0 170.55 0 170.60 0 170.65 0 170.70 0 170.75 0 170.80 0 170.85 0 170.90 0 170.95 0 171.00 0 171.05 0 171.10 0 171.15 0 171.20 0 171.25 0 171.30 0 171.35 0 171.40 0 171.45 0 171.50 0 171.55 0 171.60 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 152 Summary for Pond 23P: CB 4 Inflow Area = 0.468 ac, 23.53% Impervious, Inflow Depth > 1.73" for 25-Year event Inflow = 0.59 cfs @ 12.15 hrs, Volume= 0.067 of Outflow = 0.59 cfs @ 12.15 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 12.15 hrs, Volume= 0.067 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.55' @ 12.15 hrs Flood Elev= 171.65' Device Routing Invert Outlet Devices #1 Primary 169.10' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.10' / 169.00' S= 0.0200 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.58 cfs @ 12.15 hrs HW=169.54' (Free Discharge) L1=Culvert (Barrel Controls 0.58 cfs @ 2.55 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 153 Stage-Area-Storage for Pond 23P: CB 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 169.10 0 170.16 0 171.22 0 169.12 0 170.18 0 171.24 0 169.14 0 170.20 0 171.26 0 169.16 0 170.22 0 171.28 0 169.18 0 170.24 0 171.30 0 169.20 0 170.26 0 171.32 0 169.22 0 170.28 0 171.34 0 169.24 0 170.30 0 171.36 0 169.26 0 170.32 0 171.38 0 169.28 0 170.34 0 171.40 0 169.30 0 170.36 0 171.42 0 169.32 0 170.38 0 171.44 0 169.34 0 170.40 0 171.46 0 169.36 0 170.42 0 171.48 0 169.38 0 170.44 0 171.50 0 169.40 0 170.46 0 171.52 0 169.42 0 170.48 0 171.54 0 169.44 0 170.50 0 171.56 0 169.46 0 170.52 0 171.58 0 169.48 0 170.54 0 171.60 0 169.50 0 170.56 0 171.62 0 169.52 0 170.58 0 171.64 0 169.54 0 170.60 0 169.56 0 170.62 0 169.58 0 170.64 0 169.60 0 170.66 0 169.62 0 170.68 0 169.64 0 170.70 0 169.66 0 170.72 0 169.68 0 170.74 0 169.70 0 170.76 0 169.72 0 170.78 0 169.74 0 170.80 0 169.76 0 170.82 0 169.78 0 170.84 0 169.80 0 170.86 0 169.82 0 170.88 0 169.84 0 170.90 0 169.86 0 170.92 0 169.88 0 170.94 0 169.90 0 170.96 0 169.92 0 170.98 0 169.94 0 171.00 0 169.96 0 171.02 0 169.98 0 171.04 0 170.00 0 171.06 0 170.02 0 171.08 0 170.04 0 171.10 0 170.06 0 171.12 0 170.08 0 171.14 0 170.10 0 171.16 0 170.12 0 171.18 0 170.14 0 171.20 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 154 Summary for Subcatchment 24S: P2 Runoff = 0.65 cfs @ 12.01 hrs, Volume= 0.046 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 4,194 98 Paved roads w/curbs &sewers, HSG A 4,194 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.19 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 0.3 59 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 1.0 109 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 155 Summary for Subcatchment 25S: P3 Runoff = 0.59 cfs @ 12.15 hrs, Volume= 0.067 af, Depth> 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 1,545 98 Paved roads w/curbs & sewers, HSG A 15,583 39 >75% Grass cover, Good, HSG A 3,250 98 Paved parking, HSG A 20,378 Weighted Average 15,583 76.47% Pervious Area 4,795 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 2.8 118 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 76 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 10.7 244 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 156 Summary for Subcatchment 26S: LOT 2 ROOF Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.017 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 157 Summary for Subcatchment 27S: LOT 3 ROOF Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.017 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 158 Summary for Subcatchment 29S: P4 Runoff = 0.70 cfs @ 12.22 hrs, Volume= 0.082 af, Depth> 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,390 39 >75% Grass cover, Good, HSG A 1,558 98 Paved parking, HSG A 15,133 Weighted Average 8,390 55.44% Pervious Area 6,743 44.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 159 Summary for Pond 30P: CB 3 Inflow Area = 0.347 ac, 44.56% Impervious, Inflow Depth > 2.83" for 25-Year event Inflow = 0.70 cfs @ 12.22 hrs, Volume= 0.082 of Outflow = 0.70 cfs @ 12.22 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Primary = 0.70 cfs @ 12.22 hrs, Volume= 0.082 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.94' @ 12.22 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.69 cfs @ 12.22 hrs HW=164.93' (Free Discharge) L1=Culvert (Barrel Controls 0.69 cfs @ 2.63 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 160 Stage-Area-Storage for Pond 30P: CB 3 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 164.44 0 167.09 0 164.49 0 167.14 0 164.54 0 167.19 0 164.59 0 167.24 0 164.64 0 167.29 0 164.69 0 167.34 0 164.74 0 167.39 0 164.79 0 167.44 0 164.84 0 167.49 0 164.89 0 167.54 0 164.94 0 167.59 0 164.99 0 167.64 0 165.04 0 167.69 0 165.09 0 167.74 0 165.14 0 167.79 0 165.19 0 167.84 0 165.24 0 167.89 0 165.29 0 167.94 0 165.34 0 167.99 0 165.39 0 168.04 0 165.44 0 168.09 0 165.49 0 168.14 0 165.54 0 168.19 0 165.59 0 168.24 0 165.64 0 168.29 0 165.69 0 168.34 0 165.74 0 168.39 0 165.79 0 168.44 0 165.84 0 168.49 0 165.89 0 168.54 0 165.94 0 168.59 0 165.99 0 168.64 0 166.04 0 168.69 0 166.09 0 168.74 0 166.14 0 168.79 0 166.19 0 168.84 0 166.24 0 168.89 0 166.29 0 168.94 0 166.34 0 168.99 0 166.39 0 166.44 0 166.49 0 166.54 0 166.59 0 166.64 0 166.69 0 166.74 0 166.79 0 166.84 0 166.89 0 166.94 0 166.99 0 167.04 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 161 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.96% Impervious, Inflow Depth > 0.63" for 25-Year event Inflow = 0.79 cfs @ 12.21 hrs, Volume= 0.112 of Outflow = 0.79 cfs @ 12.21 hrs, Volume= 0.112 af, Atten= 0%, Lag= 0.0 min Primary = 0.79 cfs @ 12.21 hrs, Volume= 0.112 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.75' @ 12.21 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.78 cfs @ 12.21 hrs HW=164.75' (Free Discharge) L1=Culvert (Barrel Controls 0.78 cfs @ 2.80 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 162 Stage-Area-Storage for Pond 31 P: DMH 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 164.24 0 166.36 0 168.48 0 164.28 0 166.40 0 168.52 0 164.32 0 166.44 0 168.56 0 164.36 0 166.48 0 168.60 0 164.40 0 166.52 0 168.64 0 164.44 0 166.56 0 168.68 0 164.48 0 166.60 0 168.72 0 164.52 0 166.64 0 168.76 0 164.56 0 166.68 0 168.80 0 164.60 0 166.72 0 168.84 0 164.64 0 166.76 0 168.88 0 164.68 0 166.80 0 168.92 0 164.72 0 166.84 0 168.96 0 164.76 0 166.88 0 169.00 0 164.80 0 166.92 0 169.04 0 164.84 0 166.96 0 169.08 0 164.88 0 167.00 0 169.12 0 164.92 0 167.04 0 169.16 0 164.96 0 167.08 0 169.20 0 165.00 0 167.12 0 169.24 0 165.04 0 167.16 0 169.28 0 165.08 0 167.20 0 169.32 0 165.12 0 167.24 0 169.36 0 165.16 0 167.28 0 169.40 0 165.20 0 167.32 0 169.44 0 165.24 0 167.36 0 169.48 0 165.28 0 167.40 0 169.52 0 165.32 0 167.44 0 169.56 0 165.36 0 167.48 0 169.60 0 165.40 0 167.52 0 165.44 0 167.56 0 165.48 0 167.60 0 165.52 0 167.64 0 165.56 0 167.68 0 165.60 0 167.72 0 165.64 0 167.76 0 165.68 0 167.80 0 165.72 0 167.84 0 165.76 0 167.88 0 165.80 0 167.92 0 165.84 0 167.96 0 165.88 0 168.00 0 165.92 0 168.04 0 165.96 0 168.08 0 166.00 0 168.12 0 166.04 0 168.16 0 166.08 0 168.20 0 166.12 0 168.24 0 166.16 0 168.28 0 166.20 0 168.32 0 166.24 0 168.36 0 166.28 0 168.40 0 166.32 0 168.44 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 163 Summary for Pond 32P: DMH 2 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 0.90" for 25-Year event Inflow = 1.34 cfs @ 12.22 hrs, Volume= 0.190 of Outflow = 1.34 cfs @ 12.22 hrs, Volume= 0.190 af, Atten= 0%, Lag= 0.0 min Primary = 1.34 cfs @ 12.22 hrs, Volume= 0.190 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.34' @ 12.22 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.33 cfs @ 12.22 hrs HW=164.33' (Free Discharge) L1=Culvert (Inlet Controls 1.33 cfs @ 2.25 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 164 Stage-Area-Storage for Pond 32P: DMH 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.63 0 166.28 0 163.68 0 166.33 0 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 167.48 0 164.88 0 167.53 0 164.93 0 167.58 0 164.98 0 167.63 0 165.03 0 167.68 0 165.08 0 167.73 0 165.13 0 167.78 0 165.18 0 167.83 0 165.23 0 167.88 0 165.28 0 167.93 0 165.33 0 167.98 0 165.38 0 168.03 0 165.43 0 168.08 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 165 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 1.96" for 25-Year event Inflow = 0.47 cfs @ 12.24 hrs, Volume= 0.061 of Outflow = 0.47 cfs @ 12.24 hrs, Volume= 0.061 af, Atten= 0%, Lag= 0.0 min Primary = 0.47 cfs @ 12.24 hrs, Volume= 0.061 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.12' @ 12.24 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.47 cfs @ 12.24 hrs HW=164.12' (Free Discharge) L1=Culvert (Inlet Controls 0.47 cfs @ 1.67 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 166 Stage-Area-Storage for Pond 33P: CB 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 164.88 0 164.93 0 164.98 0 165.03 0 165.08 0 165.13 0 165.18 0 165.23 0 165.28 0 165.33 0 165.38 0 165.43 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 166.28 0 166.33 0 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 167 Summary for Pond 34P: (new Pond) Inflow Area = 4.029 ac, 11.18% Impervious, Inflow Depth > 1.51" for 25-Year event Inflow = 4.58 cfs @ 12.18 hrs, Volume= 0.508 of Outflow = 2.61 cfs @ 12.45 hrs, Volume= 0.454 af, Atten= 43%, Lag= 16.6 min Primary = 2.61 cfs @ 12.45 hrs, Volume= 0.454 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 161.86' @ 12.45 hrs Surf.Area= 5,231 sf Storage= 6,028 cf Plug-Flow detention time= 106.1 min calculated for 0.452 of(89% of inflow) Center-of-Mass det. time= 53.2 min ( 892.0 - 838.8 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.61 cfs @ 12.45 hrs HW=161.86' (Free Discharge) L1=Culvert (Barrel Controls 2.61 cfs @ 4.11 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 168 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 169 Summary for Subcatchment 34S: P5 Runoff = 0.47 cfs @ 12.24 hrs, Volume= 0.061 af, Depth> 1.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 170 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 18.941 ac, 37.87% Impervious, Inflow Depth > 2.19" for 25-Year event Inflow = 21.69 cfs @ 12.47 hrs, Volume= 3.455 of Outflow = 21.69 cfs @ 12.47 hrs, Volume= 3.455 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 171 Summary for Subcatchment 35S: P7 Runoff = 0.02 cfs @ 15.20 hrs, Volume= 0.013 af, Depth> 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 172 Summary for Subcatchment 36S: LOT 4 ROOF Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.017 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 173 Summary for Subcatchment 37S: LOT 5 ROOF Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.017 af, Depth> 5.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 174 Summary for Subcatchment 38S: EXISTING NORTH CROSS Runoff = 3.07 cfs @ 12.20 hrs, Volume= 0.349 af, Depth> 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 175 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 14.912 ac, 45.09% Impervious, Inflow Depth > 2.42" for 25-Year event Inflow = 19.09 cfs @ 12.47 hrs, Volume= 3.002 of Outflow = 19.09 cfs @ 12.47 hrs, Volume= 3.002 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 176 Summary for Subcatchment P6: (new Subcat) Runoff = 1.67 cfs @ 12.14 hrs, Volume= 0.160 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 11,438 98 Paved parking, HSG A 7,065 39 >75% Grass cover, Good, HSG A 2,481 98 Paved parking, HSG A 20,984 Weighted Average 7,065 33.67% Pervious Area 13,919 66.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 4.3 25 0.0100 0.10 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 4.0 47 0.0008 0.20 Shallow Concentrated Flow, road shallow conc Short Grass Pasture Kv= 7.0 fps 0.1 12 0.0100 2.03 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 0.9 51 0.0200 0.99 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 77 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 10.2 237 Total PROP. DRAINAGE rev 10-17-18 Type 111 24-hr 25-Year Rainfall=6.16" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 177 Summary for Subcatchment P7: (new Subcat) Runoff = 19.09 cfs @ 12.47 hrs, Volume= 2.964 af, Depth> 3.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=6.16" Area (sf) CN Description 116,760 39 >75% Grass cover, Good, HSG A 120,729 30 Woods, Good, HSG A 257,918 98 Wetlands 495,407 Weighted Average 237,489 47.94% Pervious Area 257,918 52.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, sheet Woods: Light underbrush n= 0.400 P2= 3.15" 2.2 160 0.0300 1.21 Shallow Concentrated Flow, shallow conc Short Grass Pasture Kv= 7.0 fps 6.1 315 0.0300 0.87 Shallow Concentrated Flow, shallow conc Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, stream Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 35.8 1,954 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 178 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Reach 3R: (new Reach) Avg. Flow Depth=0.13' Max Vet=0.25 fps Inflow=2.41 cfs 0.073 of n=0.033 L=857.0' S=0.0005 '/' Capacity=19.32 cfs Outflow=0.67 cfs 0.072 of Reach 5R: (new Reach) Avg. Flow Depth=0.19' Max Vet=0.32 fps Inflow=2.07 cfs 0.088 of n=0.033 L=428.7' S=0.0005 '/' Capacity=19.32 cfs Outflow=1.20 cfs 0.088 of Pond 10P: Infiltration Area 3 Peak EIev=170.01' Storage=0.031 of Inflow=3.67 cfs 0.400 of Discarded=1.10 cfs 0.327 of Primary=2.41 cfs 0.073 of Outflow=3.51 cfs 0.400 of Pond 12P: Infiltration Area 5 Peak EIev=164.17' Storage=0.027 of Inflow=2.78 cfs 0.386 of Discarded=0.60 cfs 0.298 of Primary=2.07 cfs 0.088 of Outflow=2.67 cfs 0.386 of Subcatchment 1 3S: Lot 6 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>8.38" Tc=1.0 min CN=98 Runoff=0.35 cfs 0.025 of Pond 14P: Roof Drywell Peak EIev=164.03' Storage=0.005 of Inflow=0.35 cfs 0.025 of Outflow=0.09 cfs 0.025 of Subcatchment 1 5S: Lot 7 Roof Runoff Area=1,537 sf 100.00% Impervious Runoff Depth>8.38" Tc=1.0 min CN=98 Runoff=0.35 cfs 0.025 of Pond 16P: Roof Drywell Peak EIev=164.03' Storage=0.005 of Inflow=0.35 cfs 0.025 of Outflow=0.09 cfs 0.025 of Subcatchment17S: P1 Runoff Area=16,343 sf 52.11% Impervious Runoff Depth>5.12" Flow Length=143' Tc=8.7 min CN=WQ Runoff=1.76 cfs 0.160 of Pond 18P: CB 6 Peak EIev=171.33' Inflow=1.76 cfs 0.160 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0052 '/' Outflow=1.76 cfs 0.160 of Pond 19P: DMH 8 Peak EIev=171.04' Inflow=1.76 cfs 0.160 of 12.0" Round Culvert n=0.012 L=85.0' S=0.0051 T Outflow=1.76 cfs 0.160 of Pond 20P: DMH 7 Peak EIev=170.85' Inflow=2.49 cfs 0.252 of 12.0" Round Culvert n=0.012 L=132.0' S=0.0050 '/' Outflow=2.49 cfs 0.252 of Pond 21 P: CB 5 Peak EIev=170.46' Inflow=0.94 cfs 0.067 of 12.0" Round Culvert n=0.012 L=7.0' S=0.0143 T Outflow=0.94 cfs 0.067 of Pond 22P: DMH 5 Peak EIev=171.13' Inflow=3.67 cfs 0.400 of 12.0" Round Culvert n=0.012 L=119.0' S=0.0050 '/' Outflow=3.67 cfs 0.400 of Pond 23P: CB 4 Peak EIev=169.80' Inflow=1.22 cfs 0.124 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=1.22 cfs 0.124 of Subcatchment24S: P2 Runoff Area=4,194 sf 100.00% Impervious Runoff Depth>8.38" Flow Length=109' Slope=0.0200 '/' Tc=1.0 min CN=98 Runoff=0.94 cfs 0.067 of PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 179 Subcatchment25S: P3 Runoff Area=20,378 sf 23.53% Impervious Runoff Depth>3.17" Flow Length=244' Tc=10.7 min CN=WQ Runoff=1.22 cfs 0.124 of Subcatchment26S: LOT 2 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>8.38" Tc=1.0 min CN=98 Runoff=0.35 cfs 0.025 of Subcatchment27S: LOT 3 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>8.38" Tc=1.0 min CN=98 Runoff=0.35 cfs 0.025 of Subcatchment29S: P4 Runoff Area=15,133 sf 44.56% Impervious Runoff Depth>4.61" Flow Length=430' Tc=16.3 min CN=WQ Runoff=1.18 cfs 0.133 of Pond 30P: CB 3 Peak Elev=165.12' Inflow=1.18 cfs 0.133 of 12.0" Round Culvert n=0.012 L=5.0' S=0.0200 '/' Outflow=1.18 cfs 0.133 of Pond 31 P: DMH 4 Peak EIev=165.09' Inflow=1.76 cfs 0.254 of 12.0" Round Culvert n=0.012 L=122.0' S=0.0050 '/' Outflow=1.76 cfs 0.254 of Pond 32P: DMH 2 Peak EIev=165.03' Inflow=2.78 cfs 0.386 of 12.0" Round Culvert n=0.012 L=146.0' S=0.0050 '/' Outflow=2.78 cfs 0.386 of Pond 33P: CB 2 Peak EIev=164.31' Inflow=0.91 cfs 0.108 of 12.0" Round Culvert n=0.012 L=3.0' S=0.0333 T Outflow=0.91 cfs 0.108 of Pond 34P: (new Pond) Peak EIev=162.75' Storage=11,441 cf Inflow=9.87 cfs 1.011 of 12.0" Round Culvert n=0.012 L=25.0' S=0.0112 T Outflow=4.46 cfs 0.952 of Subcatchment34S: P5 Runoff Area=16,234 sf 28.03% Impervious Runoff Depth>3.48" Flow Length=383' Tc=17.1 min CN=WQ Runoff=0.91 cfs 0.108 of Reach 35R: Downstream of Rea Street Culverts Inflow=33.94 cfs 5.753 of Outflow=33.94 cfs 5.753 of Subcatchment35S: P7 Runoff Area=75,736 sf 0.00% Impervious Runoff Depth>0.66" Tc=0.0 min CN=30 Runoff=0.47 cfs 0.096 of Subcatchment36S: LOT 4 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>8.38" Tc=1.0 min CN=98 Runoff=0.35 cfs 0.025 of Subcatchment37S: LOT 5 ROOF Runoff Area=1,536 sf 100.00% Impervious Runoff Depth>8.38" Tc=1.0 min CN=98 Runoff=0.35 cfs 0.025 of Subcatchment38S: EXISTING NORTH Runoff Area=154,522 sf 3.69% Impervious Runoff Depth>2.59" Flow Length=215' Tc=13.0 min CN=WQ Runoff=7.50 cfs 0.767 of Reach DP1:At Rea Street Culvert Inflow=29.49 cfs 4.801 of Outflow=29.49 cfs 4.801 of SubcatchmentP6: (new Subcat) Runoff Area=20,984 sf 66.33% Impervious Runoff Depth>6.09" Flow Length=237' Tc=10.2 min CN=WQ Runoff=2.60 cfs 0.245 of Subcatchment P7: (new Subcat) Runoff Area=495,407 sf 52.06% Impervious Runoff Depth>4.90" Flow Length=1,954' Tc=35.8 min CN=WQ Runoff=29.46 cfs 4.641 of PROP. DRAINAGE rev 10-17-18 Type III24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 180 Total Runoff Area = 19.012 ac Runoff Volume = 6.488 of Average Runoff Depth = 4.10" 61.90% Pervious = 11.767 ac 38.10% Impervious = 7.244 ac PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 181 Summary for Reach 3R: (new Reach) Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth = 0.87" for 100-Year event Inflow = 2.41 cfs @ 12.16 hrs, Volume= 0.073 of Outflow = 0.67 cfs @ 13.44 hrs, Volume= 0.072 af, Atten= 72%, Lag= 76.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.25 fps, Min. Travel Time= 57.0 min Avg. Velocity = 0.08 fps, Avg. Travel Time= 179.1 min Peak Storage= 2,282 cf @ 12.49 hrs Average Depth at Peak Storage= 0.13' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 '/' Top Width= 22.00' Length= 857.0' Slope= 0.0005 '/' Inlet Invert= 158.70', Outlet Invert= 158.30' $ 0000000000000000000000000000000000000000000000000000 PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 182 Stage-Area-Storage for Reach 3R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.70 0.0 0 159.23 10.9 9,325 158.71 0.2 171 159.24 11.1 9,506 158.72 0.4 343 159.25 11.3 9,686 158.73 0.6 515 159.26 11.5 9,867 158.74 0.8 687 159.27 11.7 10,048 158.75 1.0 859 159.28 11.9 10,229 158.76 1.2 1,031 159.29 12.1 10,411 158.77 1.4 1,204 159.30 12.4 10,593 158.78 1.6 1,377 159.31 12.6 10,774 158.79 1.8 1,550 159.32 12.8 10,956 158.80 2.0 1,723 159.33 13.0 11,138 158.81 2.2 1,896 159.34 13.2 11,321 158.82 2.4 2,069 159.35 13.4 11,503 158.83 2.6 2,243 159.36 13.6 11,686 158.84 2.8 2,416 159.37 13.8 11,869 158.85 3.0 2,590 159.38 14.1 12,051 158.86 3.2 2,764 159.39 14.3 12,235 158.87 3.4 2,939 159.40 14.5 12,418 158.88 3.6 3,113 159.41 14.7 12,601 158.89 3.8 3,288 159.42 14.9 12,785 158.90 4.0 3,462 159.43 15.1 12,969 158.91 4.2 3,637 159.44 15.3 13,153 158.92 4.4 3,812 159.45 15.6 13,337 158.93 4.7 3,988 159.46 15.8 13,521 158.94 4.9 4,163 159.47 16.0 13,706 158.95 5.1 4,339 159.48 16.2 13,891 158.96 5.3 4,514 159.49 16.4 14,075 158.97 5.5 4,690 159.50 16.6 14,260 158.98 5.7 4,866 159.51 16.9 14,446 158.99 5.9 5,043 159.52 17.1 14,631 159.00 6.1 5,219 159.53 17.3 14,817 159.01 6.3 5,396 159.54 17.5 15,002 159.02 6.5 5,573 159.55 17.7 15,188 159.03 6.7 5,750 159.56 17.9 15,374 159.04 6.9 5,927 159.57 18.2 15,560 159.05 7.1 6,104 159.58 18.4 15,747 159.06 7.3 6,281 159.59 18.6 15,933 159.07 7.5 6,459 159.60 18.8 16,120 159.08 7.7 6,637 159.61 19.0 16,307 159.09 8.0 6,815 159.62 19.2 16,494 159.10 8.2 6,993 159.63 19.5 16,681 159.11 8.4 7,171 159.64 19.7 16,869 159.12 8.6 7,350 159.65 19.9 17,056 159.13 8.8 7,529 159.66 20.1 17,244 159.14 9.0 7,708 159.67 20.3 17,432 159.15 9.2 7,887 159.68 20.6 17,620 159.16 9.4 8,066 159.69 20.8 17,809 159.17 9.6 8,245 159.70 21.0 17,997 159.18 9.8 8,425 159.19 10.0 8,604 159.20 10.3 8,784 159.21 10.5 8,964 159.22 10.7 9,145 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 183 Summary for Reach 5R: (new Reach) Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth = 0.42" for 100-Year event Inflow = 2.07 cfs @ 12.28 hrs, Volume= 0.088 of Outflow = 1.20 cfs @ 12.90 hrs, Volume= 0.088 af, Atten= 42%, Lag= 36.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 0.32 fps, Min. Travel Time= 22.6 min Avg. Velocity = 0.08 fps, Avg. Travel Time= 93.8 min Peak Storage= 1,636 cf @ 12.52 hrs Average Depth at Peak Storage= 0.19' Bank-Full Depth= 1.00' Flow Area= 21.0 sf, Capacity= 19.32 cfs 20.00' x 1.00' deep channel, n= 0.033 Winding stream, pools &shoals Side Slope Z-value= 1.0 '/' Top Width= 22.00' Length= 428.7' Slope= 0.0005 T Inlet Invert= 158.50', Outlet Invert= 158.30' PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 184 Stage-Area-Storage for Reach 5R: (new Reach) Elevation End-Area Storage Elevation End-Area Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 158.50 0.0 0 159.03 10.9 4,665 158.51 0.2 86 159.04 11.1 4,755 158.52 0.4 172 159.05 11.3 4,845 158.53 0.6 258 159.06 11.5 4,936 158.54 0.8 344 159.07 11.7 5,026 158.55 1.0 430 159.08 11.9 5,117 158.56 1.2 516 159.09 12.1 5,208 158.57 1.4 602 159.10 12.4 5,299 158.58 1.6 689 159.11 12.6 5,390 158.59 1.8 775 159.12 12.8 5,481 158.60 2.0 862 159.13 13.0 5,572 158.61 2.2 948 159.14 13.2 5,663 158.62 2.4 1,035 159.15 13.4 5,754 158.63 2.6 1,122 159.16 13.6 5,846 158.64 2.8 1,209 159.17 13.8 5,937 158.65 3.0 1,296 159.18 14.1 6,029 158.66 3.2 1,383 159.19 14.3 6,120 158.67 3.4 1,470 159.20 14.5 6,212 158.68 3.6 1,557 159.21 14.7 6,304 158.69 3.8 1,645 159.22 14.9 6,396 158.70 4.0 1,732 159.23 15.1 6,487 158.71 4.2 1,819 159.24 15.3 6,580 158.72 4.4 1,907 159.25 15.6 6,672 158.73 4.7 1,995 159.26 15.8 6,764 158.74 4.9 2,082 159.27 16.0 6,856 158.75 5.1 2,170 159.28 16.2 6,949 158.76 5.3 2,258 159.29 16.4 7,041 158.77 5.5 2,346 159.30 16.6 7,134 158.78 5.7 2,434 159.31 16.9 7,226 158.79 5.9 2,523 159.32 17.1 7,319 158.80 6.1 2,611 159.33 17.3 7,412 158.81 6.3 2,699 159.34 17.5 7,505 158.82 6.5 2,788 159.35 17.7 7,598 158.83 6.7 2,876 159.36 17.9 7,691 158.84 6.9 2,965 159.37 18.2 7,784 158.85 7.1 3,053 159.38 18.4 7,877 158.86 7.3 3,142 159.39 18.6 7,970 158.87 7.5 3,231 159.40 18.8 8,064 158.88 7.7 3,320 159.41 19.0 8,157 158.89 8.0 3,409 159.42 19.2 8,251 158.90 8.2 3,498 159.43 19.5 8,345 158.91 8.4 3,587 159.44 19.7 8,438 158.92 8.6 3,677 159.45 19.9 8,532 158.93 8.8 3,766 159.46 20.1 8,626 158.94 9.0 3,856 159.47 20.3 8,720 158.95 9.2 3,945 159.48 20.6 8,814 158.96 9.4 4,035 159.49 20.8 8,908 158.97 9.6 4,124 159.50 21.0 9,003 158.98 9.8 4,214 158.99 10.0 4,304 159.00 10.3 4,394 159.01 10.5 4,484 159.02 10.7 4,574 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 185 Summary for Pond 10P: Infiltration Area 3 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 4.76" for 100-Year event Inflow = 3.67 cfs @ 12.11 hrs, Volume= 0.400 of Outflow = 3.51 cfs @ 12.16 hrs, Volume= 0.400 af, Atten= 5%, Lag= 3.3 min Discarded = 1.10 cfs @ 12.16 hrs, Volume= 0.327 of Primary = 2.41 cfs @ 12.16 hrs, Volume= 0.073 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.01' @ 12.16 hrs Surf.Area= 0.026 ac Storage= 0.031 of Plug-Flow detention time= 4.6 min calculated for 0.399 of(100% of inflow) Center-of-Mass det. time= 4.5 min ( 789.2 - 784.7 ) Volume Invert Avail.Storage Storage Description #1A 167.86' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 168.36' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 167.86' 20.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 165.86' #2 Primary 168.86' 12.0" Round Culvert L= 29.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 168.86' / 168.00' S= 0.0297 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=1.09 cfs @ 12.16 hrs HW=170.00' (Free Discharge) L1=Exfiltration ( Controls 1.09 cfs) Primary OutFlow Max=2.39 cfs @ 12.16 hrs HW=170.00' (Free Discharge) L2=Culvert (Inlet Controls 2.39 cfs @ 3.04 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 186 Pond 10P: Infiltration Area 3 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 187 Stage-Area-Storage for Pond 10P: Infiltration Area 3 Elevation Surface Storage (feet) (acres) (acre-feet) 167.86 0.026 0.000 167.91 0.026 0.001 167.96 0.026 0.001 168.01 0.026 0.002 168.06 0.026 0.002 168.11 0.026 0.003 168.16 0.026 0.003 168.21 0.026 0.004 168.26 0.026 0.004 168.31 0.026 0.005 168.36 0.026 0.005 168.41 0.026 0.006 168.46 0.026 0.007 168.51 0.026 0.008 168.56 0.026 0.009 168.61 0.026 0.010 168.66 0.026 0.011 168.71 0.026 0.012 168.76 0.026 0.013 168.81 0.026 0.014 168.86 0.026 0.015 168.91 0.026 0.016 168.96 0.026 0.017 169.01 0.026 0.018 169.06 0.026 0.019 169.11 0.026 0.020 169.16 0.026 0.020 169.21 0.026 0.021 169.26 0.026 0.022 169.31 0.026 0.023 169.36 0.026 0.024 169.41 0.026 0.024 169.46 0.026 0.025 169.51 0.026 0.026 169.56 0.026 0.026 169.61 0.026 0.027 169.66 0.026 0.027 169.71 0.026 0.028 169.76 0.026 0.028 169.81 0.026 0.029 169.86 0.026 0.029 169.91 0.026 0.030 169.96 0.026 0.031 170.01 0.026 0.031 170.06 0.026 0.032 170.11 0.026 0.032 170.16 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 188 Summary for Pond 12P: Infiltration Area 5 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 1.83" for 100-Year event Inflow = 2.78 cfs @ 12.23 hrs, Volume= 0.386 of Outflow = 2.67 cfs @ 12.28 hrs, Volume= 0.386 af, Atten= 4%, Lag= 3.4 min Discarded = 0.60 cfs @ 12.28 hrs, Volume= 0.298 of Primary = 2.07 cfs @ 12.28 hrs, Volume= 0.088 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.17' @ 12.28 hrs Surf.Area= 0.026 ac Storage= 0.027 of Plug-Flow detention time= 7.6 min calculated for 0.386 of(100% of inflow) Center-of-Mass det. time= 7.5 min ( 841.3 - 833.8 ) Volume Invert Avail.Storage Storage Description #1A 162.40' 0.019 of 24.83'W x 45.92'L x 2.33'H Field A 0.061 of Overall - 0.014 of Embedded = 0.047 of x 40.0% Voids #2A 162.90' 0.014 of ADS_StormTech SC-310 +Cap x 42 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 7 Rows of 6 Chambers 0.033 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.40' 12.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.40' #2 Primary 163.20' 12.0" Round Culvert L= 20.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.20' / 163.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Discarded OutFlow Max=0.60 cfs @ 12.28 hrs HW=164.17' (Free Discharge) L1=Exfiltration ( Controls 0.60 cfs) Primary OutFlow Max=2.05 cfs @ 12.28 hrs HW=164.17' (Free Discharge) L2=Culvert (Inlet Controls 2.05 cfs @ 2.64 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 189 Pond 12P: Infiltration Area 5 - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 6 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 43.92' Row Length +12.0" End Stone x 2 = 45.92' Base Length 7 Rows x 34.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 24.83' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 42 Chambers x 14.7 cf= 619.2 cf Chamber Storage 2,660.8 cf Field - 619.2 cf Chambers = 2,041.6 cf Stone x 40.0% Voids = 816.7 cf Stone Storage Chamber Storage + Stone Storage = 1,435.8 cf= 0.033 of Overall Storage Efficiency = 54.0% Overall System Size = 45.92' x 24.83' x 2.33' 42 Chambers 98.5 cy Field 75.6 cy Stone F F F FF1 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 190 Stage-Area-Storage for Pond 12P: Infiltration Area 5 Elevation Surface Storage (feet) (acres) (acre-feet) 162.40 0.026 0.000 162.45 0.026 0.001 162.50 0.026 0.001 162.55 0.026 0.002 162.60 0.026 0.002 162.65 0.026 0.003 162.70 0.026 0.003 162.75 0.026 0.004 162.80 0.026 0.004 162.85 0.026 0.005 162.90 0.026 0.005 162.95 0.026 0.006 163.00 0.026 0.007 163.05 0.026 0.008 163.10 0.026 0.009 163.15 0.026 0.010 163.20 0.026 0.011 163.25 0.026 0.012 163.30 0.026 0.013 163.35 0.026 0.014 163.40 0.026 0.015 163.45 0.026 0.016 163.50 0.026 0.017 163.55 0.026 0.018 163.60 0.026 0.019 163.65 0.026 0.020 163.70 0.026 0.020 163.75 0.026 0.021 163.80 0.026 0.022 163.85 0.026 0.023 163.90 0.026 0.024 163.95 0.026 0.024 164.00 0.026 0.025 164.05 0.026 0.026 164.10 0.026 0.026 164.15 0.026 0.027 164.20 0.026 0.027 164.25 0.026 0.028 164.30 0.026 0.028 164.35 0.026 0.029 164.40 0.026 0.029 164.45 0.026 0.030 164.50 0.026 0.031 164.55 0.026 0.031 164.60 0.026 0.032 164.65 0.026 0.032 164.70 0.026 0.033 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 191 Summary for Subcatchment 13S: Lot 6 Roof Runoff = 0.35 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 192 Summary for Pond 14P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 8.38" for 100-Year event Inflow = 0.35 cfs @ 12.01 hrs, Volume= 0.025 of Outflow = 0.09 cfs @ 12.33 hrs, Volume= 0.025 af, Atten= 74%, Lag= 19.0 min Discarded = 0.09 cfs @ 12.33 hrs, Volume= 0.025 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.03' @ 12.33 hrs Surf.Area= 0.006 ac Storage= 0.005 of Plug-Flow detention time= 13.2 min calculated for 0.025 of(100% of inflow) Center-of-Mass det. time= 13.0 min ( 768.8 - 755.8 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.09 cfs @ 12.33 hrs HW=164.02' (Free Discharge) L1=Exfiltration ( Controls 0.09 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 193 Pond 14P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 194 Stage-Area-Storage for Pond 14P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 195 Summary for Subcatchment 15S: Lot 7 Roof Runoff = 0.35 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 1,537 98 Roofs, HSG A 1,537 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 196 Summary for Pond 16P: Roof Drywell Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 8.38" for 100-Year event Inflow = 0.35 cfs @ 12.01 hrs, Volume= 0.025 of Outflow = 0.09 cfs @ 12.33 hrs, Volume= 0.025 af, Atten= 74%, Lag= 19.0 min Discarded = 0.09 cfs @ 12.33 hrs, Volume= 0.025 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.03' @ 12.33 hrs Surf.Area= 0.006 ac Storage= 0.005 of Plug-Flow detention time= 13.2 min calculated for 0.025 of(100% of inflow) Center-of-Mass det. time= 13.0 min ( 768.8 - 755.8 ) Volume Invert Avail.Storage Storage Description #1A 162.70' 0.005 of 11.50'W x 24.56'L x 2.33'H Field A 0.015 of Overall - 0.003 of Embedded = 0.012 of x 40.0% Voids #2A 163.20' 0.003 of ADS_StormTech SC-310 +Cap x 9 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.121 = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.561 with 0.44' Overlap 3 Rows of 3 Chambers 0.008 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 162.70' 8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 160.70' Discarded OutFlow Max=0.09 cfs @ 12.33 hrs HW=164.02' (Free Discharge) L1=Exfiltration ( Controls 0.09 cfs) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 197 Pond 16P: Roof Drywell - Chamber Wizard Field A Chamber Model=ADS_StormTech SC-310+Cap(ADS StormTech®SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 22.56' Row Length +12.0" End Stone x 2 = 24.56' Base Length 3 Rows x 34.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 11.50' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover= 2.33' Field Height 9 Chambers x 14.7 cf= 132.7 cf Chamber Storage 659.0 cf Field - 132.7 cf Chambers = 526.3 cf Stone x 40.0% Voids = 210.5 cf Stone Storage Chamber Storage + Stone Storage = 343.2 cf= 0.008 of Overall Storage Efficiency = 52.1% Overall System Size = 24.56' x 11.50' x 2.33' 9 Chambers 24.4 cy Field 19.5 cy Stone PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 198 Stage-Area-Storage for Pond 16P: Roof Drywell Elevation Surface Storage (feet) (acres) (acre-feet) 162.70 0.006 0.000 162.75 0.006 0.000 162.80 0.006 0.000 162.85 0.006 0.000 162.90 0.006 0.001 162.95 0.006 0.001 163.00 0.006 0.001 163.05 0.006 0.001 163.10 0.006 0.001 163.15 0.006 0.001 163.20 0.006 0.001 163.25 0.006 0.002 163.30 0.006 0.002 163.35 0.006 0.002 163.40 0.006 0.002 163.45 0.006 0.002 163.50 0.006 0.003 163.55 0.006 0.003 163.60 0.006 0.003 163.65 0.006 0.003 163.70 0.006 0.004 163.75 0.006 0.004 163.80 0.006 0.004 163.85 0.006 0.004 163.90 0.006 0.004 163.95 0.006 0.005 164.00 0.006 0.005 164.05 0.006 0.005 164.10 0.006 0.005 164.15 0.006 0.005 164.20 0.006 0.006 164.25 0.006 0.006 164.30 0.006 0.006 164.35 0.006 0.006 164.40 0.006 0.006 164.45 0.006 0.006 164.50 0.006 0.006 164.55 0.006 0.007 164.60 0.006 0.007 164.65 0.006 0.007 164.70 0.006 0.007 164.75 0.006 0.007 164.80 0.006 0.007 164.85 0.006 0.007 164.90 0.006 0.008 164.95 0.006 0.008 165.00 0.006 0.008 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 199 Summary for Subcatchment 17S: P1 Runoff = 1.76 cfs @ 12.12 hrs, Volume= 0.160 af, Depth> 5.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 5,856 98 Paved roads w/curbs & sewers, HSG A 7,827 39 >75% Grass cover, Good, HSG A 2,660 98 Paved parking, HSG A 16,343 Weighted Average 7,827 47.89% Pervious Area 8,516 52.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.9 36 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.3 57 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 8.7 143 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 200 Summary for Pond 18P: CB 6 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 5.12" for 100-Year event Inflow = 1.76 cfs @ 12.12 hrs, Volume= 0.160 of Outflow = 1.76 cfs @ 12.12 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Primary = 1.76 cfs @ 12.12 hrs, Volume= 0.160 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 171.33' @ 12.12 hrs Flood Elev= 173.55' Device Routing Invert Outlet Devices #1 Primary 170.42' 12.0" Round Culvert L= 25.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.42' / 170.29' S= 0.0052 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.71 cfs @ 12.12 hrs HW=171.31' (Free Discharge) L1=Culvert (Barrel Controls 1.71 cfs @ 3.05 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 201 Stage-Area-Storage for Pond 18P: CB 6 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 170.42 0 171.48 0 172.54 0 170.44 0 171.50 0 172.56 0 170.46 0 171.52 0 172.58 0 170.48 0 171.54 0 172.60 0 170.50 0 171.56 0 172.62 0 170.52 0 171.58 0 172.64 0 170.54 0 171.60 0 172.66 0 170.56 0 171.62 0 172.68 0 170.58 0 171.64 0 172.70 0 170.60 0 171.66 0 172.72 0 170.62 0 171.68 0 172.74 0 170.64 0 171.70 0 172.76 0 170.66 0 171.72 0 172.78 0 170.68 0 171.74 0 172.80 0 170.70 0 171.76 0 172.82 0 170.72 0 171.78 0 172.84 0 170.74 0 171.80 0 172.86 0 170.76 0 171.82 0 172.88 0 170.78 0 171.84 0 172.90 0 170.80 0 171.86 0 172.92 0 170.82 0 171.88 0 172.94 0 170.84 0 171.90 0 172.96 0 170.86 0 171.92 0 172.98 0 170.88 0 171.94 0 173.00 0 170.90 0 171.96 0 173.02 0 170.92 0 171.98 0 173.04 0 170.94 0 172.00 0 173.06 0 170.96 0 172.02 0 173.08 0 170.98 0 172.04 0 173.10 0 171.00 0 172.06 0 173.12 0 171.02 0 172.08 0 173.14 0 171.04 0 172.10 0 173.16 0 171.06 0 172.12 0 173.18 0 171.08 0 172.14 0 173.20 0 171.10 0 172.16 0 173.22 0 171.12 0 172.18 0 173.24 0 171.14 0 172.20 0 173.26 0 171.16 0 172.22 0 173.28 0 171.18 0 172.24 0 173.30 0 171.20 0 172.26 0 173.32 0 171.22 0 172.28 0 173.34 0 171.24 0 172.30 0 173.36 0 171.26 0 172.32 0 173.38 0 171.28 0 172.34 0 173.40 0 171.30 0 172.36 0 173.42 0 171.32 0 172.38 0 173.44 0 171.34 0 172.40 0 173.46 0 171.36 0 172.42 0 173.48 0 171.38 0 172.44 0 173.50 0 171.40 0 172.46 0 173.52 0 171.42 0 172.48 0 173.54 0 171.44 0 172.50 0 171.46 0 172.52 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 202 Summary for Pond 19P: DMH 8 Inflow Area = 0.375 ac, 52.11% Impervious, Inflow Depth > 5.12" for 100-Year event Inflow = 1.76 cfs @ 12.12 hrs, Volume= 0.160 of Outflow = 1.76 cfs @ 12.12 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Primary = 1.76 cfs @ 12.12 hrs, Volume= 0.160 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 171.04' @ 12.12 hrs Flood Elev= 174.26' Device Routing Invert Outlet Devices #1 Primary 170.19' 12.0" Round Culvert L= 85.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 170.19' / 169.76' S= 0.0051 T Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.71 cfs @ 12.12 hrs HW=171.03' (Free Discharge) L1=Culvert (Barrel Controls 1.71 cfs @ 3.28 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 203 Stage-Area-Storage for Pond 19P: DMH 8 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 170.19 0 172.84 0 170.24 0 172.89 0 170.29 0 172.94 0 170.34 0 172.99 0 170.39 0 173.04 0 170.44 0 173.09 0 170.49 0 173.14 0 170.54 0 173.19 0 170.59 0 173.24 0 170.64 0 173.29 0 170.69 0 173.34 0 170.74 0 173.39 0 170.79 0 173.44 0 170.84 0 173.49 0 170.89 0 173.54 0 170.94 0 173.59 0 170.99 0 173.64 0 171.04 0 173.69 0 171.09 0 173.74 0 171.14 0 173.79 0 171.19 0 173.84 0 171.24 0 173.89 0 171.29 0 173.94 0 171.34 0 173.99 0 171.39 0 174.04 0 171.44 0 174.09 0 171.49 0 174.14 0 171.54 0 174.19 0 171.59 0 174.24 0 171.64 0 171.69 0 171.74 0 171.79 0 171.84 0 171.89 0 171.94 0 171.99 0 172.04 0 172.09 0 172.14 0 172.19 0 172.24 0 172.29 0 172.34 0 172.39 0 172.44 0 172.49 0 172.54 0 172.59 0 172.64 0 172.69 0 172.74 0 172.79 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 204 Summary for Pond 20P: DMH 7 Inflow Area = 0.507 ac, 64.54% Impervious, Inflow Depth > 5.97" for 100-Year event Inflow = 2.49 cfs @ 12.07 hrs, Volume= 0.252 of Outflow = 2.49 cfs @ 12.07 hrs, Volume= 0.252 af, Atten= 0%, Lag= 0.0 min Primary = 2.49 cfs @ 12.07 hrs, Volume= 0.252 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.85' @ 12.07 hrs Flood Elev= 173.90' Device Routing Invert Outlet Devices #1 Primary 169.66' 12.0" Round Culvert L= 132.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.66' / 169.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.45 cfs @ 12.07 hrs HW=170.84' (Free Discharge) L1=Culvert (Inlet Controls 2.45 cfs @ 3.13 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 205 Stage-Area-Storage for Pond 20P: DMH 7 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.66 0 172.31 0 169.71 0 172.36 0 169.76 0 172.41 0 169.81 0 172.46 0 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 173.41 0 170.81 0 173.46 0 170.86 0 173.51 0 170.91 0 173.56 0 170.96 0 173.61 0 171.01 0 173.66 0 171.06 0 173.71 0 171.11 0 173.76 0 171.16 0 173.81 0 171.21 0 173.86 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 206 Summary for Pond 21 P: CB 5 Inflow Area = 0.096 ac,100.00% Impervious, Inflow Depth > 8.38" for 100-Year event Inflow = 0.94 cfs @ 12.01 hrs, Volume= 0.067 of Outflow = 0.94 cfs @ 12.01 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 12.01 hrs, Volume= 0.067 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 170.46' @ 12.01 hrs Flood Elev= 173.36' Device Routing Invert Outlet Devices #1 Primary 169.86' 12.0" Round Culvert L= 7.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.86' / 169.76' S= 0.0143 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.90 cfs @ 12.01 hrs HW=170.44' (Free Discharge) L1=Culvert (Barrel Controls 0.90 cfs @ 2.74 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 207 Stage-Area-Storage for Pond 21 P: CB 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.86 0 172.51 0 169.91 0 172.56 0 169.96 0 172.61 0 170.01 0 172.66 0 170.06 0 172.71 0 170.11 0 172.76 0 170.16 0 172.81 0 170.21 0 172.86 0 170.26 0 172.91 0 170.31 0 172.96 0 170.36 0 173.01 0 170.41 0 173.06 0 170.46 0 173.11 0 170.51 0 173.16 0 170.56 0 173.21 0 170.61 0 173.26 0 170.66 0 173.31 0 170.71 0 173.36 0 170.76 0 170.81 0 170.86 0 170.91 0 170.96 0 171.01 0 171.06 0 171.11 0 171.16 0 171.21 0 171.26 0 171.31 0 171.36 0 171.41 0 171.46 0 171.51 0 171.56 0 171.61 0 171.66 0 171.71 0 171.76 0 171.81 0 171.86 0 171.91 0 171.96 0 172.01 0 172.06 0 172.11 0 172.16 0 172.21 0 172.26 0 172.31 0 172.36 0 172.41 0 172.46 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 208 Summary for Pond 22P: DMH 5 Inflow Area = 1.010 ac, 46.78% Impervious, Inflow Depth > 4.76" for 100-Year event Inflow = 3.67 cfs @ 12.11 hrs, Volume= 0.400 of Outflow = 3.67 cfs @ 12.11 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.0 min Primary = 3.67 cfs @ 12.11 hrs, Volume= 0.400 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 171.13' @ 12.10 hrs Flood Elev= 172.40' Device Routing Invert Outlet Devices #1 Primary 169.00' 12.0" Round Culvert L= 119.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.00' / 168.40' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.66 cfs @ 12.11 hrs HW=171.12' (Free Discharge) L1=Culvert (Barrel Controls 3.66 cfs @ 4.66 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 209 Stage-Area-Storage for Pond 22P: DMH 5 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 169.00 0 171.65 0 169.05 0 171.70 0 169.10 0 171.75 0 169.15 0 171.80 0 169.20 0 171.85 0 169.25 0 171.90 0 169.30 0 171.95 0 169.35 0 172.00 0 169.40 0 172.05 0 169.45 0 172.10 0 169.50 0 172.15 0 169.55 0 172.20 0 169.60 0 172.25 0 169.65 0 172.30 0 169.70 0 172.35 0 169.75 0 172.40 0 169.80 0 169.85 0 169.90 0 169.95 0 170.00 0 170.05 0 170.10 0 170.15 0 170.20 0 170.25 0 170.30 0 170.35 0 170.40 0 170.45 0 170.50 0 170.55 0 170.60 0 170.65 0 170.70 0 170.75 0 170.80 0 170.85 0 170.90 0 170.95 0 171.00 0 171.05 0 171.10 0 171.15 0 171.20 0 171.25 0 171.30 0 171.35 0 171.40 0 171.45 0 171.50 0 171.55 0 171.60 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 210 Summary for Pond 23P: CB 4 Inflow Area = 0.468 ac, 23.53% Impervious, Inflow Depth > 3.17" for 100-Year event Inflow = 1.22 cfs @ 12.16 hrs, Volume= 0.124 of Outflow = 1.22 cfs @ 12.16 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 12.16 hrs, Volume= 0.124 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 169.80' @ 12.16 hrs Flood Elev= 171.65' Device Routing Invert Outlet Devices #1 Primary 169.10' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 169.10' / 169.00' S= 0.0200 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.21 cfs @ 12.16 hrs HW=169.79' (Free Discharge) L1=Culvert (Barrel Controls 1.21 cfs @ 2.94 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 211 Stage-Area-Storage for Pond 23P: CB 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 169.10 0 170.16 0 171.22 0 169.12 0 170.18 0 171.24 0 169.14 0 170.20 0 171.26 0 169.16 0 170.22 0 171.28 0 169.18 0 170.24 0 171.30 0 169.20 0 170.26 0 171.32 0 169.22 0 170.28 0 171.34 0 169.24 0 170.30 0 171.36 0 169.26 0 170.32 0 171.38 0 169.28 0 170.34 0 171.40 0 169.30 0 170.36 0 171.42 0 169.32 0 170.38 0 171.44 0 169.34 0 170.40 0 171.46 0 169.36 0 170.42 0 171.48 0 169.38 0 170.44 0 171.50 0 169.40 0 170.46 0 171.52 0 169.42 0 170.48 0 171.54 0 169.44 0 170.50 0 171.56 0 169.46 0 170.52 0 171.58 0 169.48 0 170.54 0 171.60 0 169.50 0 170.56 0 171.62 0 169.52 0 170.58 0 171.64 0 169.54 0 170.60 0 169.56 0 170.62 0 169.58 0 170.64 0 169.60 0 170.66 0 169.62 0 170.68 0 169.64 0 170.70 0 169.66 0 170.72 0 169.68 0 170.74 0 169.70 0 170.76 0 169.72 0 170.78 0 169.74 0 170.80 0 169.76 0 170.82 0 169.78 0 170.84 0 169.80 0 170.86 0 169.82 0 170.88 0 169.84 0 170.90 0 169.86 0 170.92 0 169.88 0 170.94 0 169.90 0 170.96 0 169.92 0 170.98 0 169.94 0 171.00 0 169.96 0 171.02 0 169.98 0 171.04 0 170.00 0 171.06 0 170.02 0 171.08 0 170.04 0 171.10 0 170.06 0 171.12 0 170.08 0 171.14 0 170.10 0 171.16 0 170.12 0 171.18 0 170.14 0 171.20 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 212 Summary for Subcatchment 24S: P2 Runoff = 0.94 cfs @ 12.01 hrs, Volume= 0.067 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 4,194 98 Paved roads w/curbs &sewers, HSG A 4,194 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 50 0.0200 1.19 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 0.3 59 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 1.0 109 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 213 Summary for Subcatchment 25S: P3 Runoff = 1.22 cfs @ 12.16 hrs, Volume= 0.124 af, Depth> 3.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 1,545 98 Paved roads w/curbs & sewers, HSG A 15,583 39 >75% Grass cover, Good, HSG A 3,250 98 Paved parking, HSG A 20,378 Weighted Average 15,583 76.47% Pervious Area 4,795 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 2.8 118 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 76 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 10.7 244 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 214 Summary for Subcatchment 26S: LOT 2 ROOF Runoff = 0.35 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 215 Summary for Subcatchment 27S: LOT 3 ROOF Runoff = 0.35 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 216 Summary for Subcatchment 29S: P4 Runoff = 1.18 cfs @ 12.22 hrs, Volume= 0.133 af, Depth> 4.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 5,185 98 Paved roads w/curbs &sewers, HSG A 8,390 39 >75% Grass cover, Good, HSG A 1,558 98 Paved parking, HSG A 15,133 Weighted Average 8,390 55.44% Pervious Area 6,743 44.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 0.4 18 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 1.1 191 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 16.3 430 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 217 Summary for Pond 30P: CB 3 Inflow Area = 0.347 ac, 44.56% Impervious, Inflow Depth > 4.61" for 100-Year event Inflow = 1.18 cfs @ 12.22 hrs, Volume= 0.133 of Outflow = 1.18 cfs @ 12.22 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.0 min Primary = 1.18 cfs @ 12.22 hrs, Volume= 0.133 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 165.12' @ 12.22 hrs Flood Elev= 169.02' Device Routing Invert Outlet Devices #1 Primary 164.44' 12.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.44' / 164.34' S= 0.0200 7' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.17 cfs @ 12.22 hrs HW=165.12' (Free Discharge) L1=Culvert (Barrel Controls 1.17 cfs @ 2.92 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 218 Stage-Area-Storage for Pond 30P: CB 3 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 164.44 0 167.09 0 164.49 0 167.14 0 164.54 0 167.19 0 164.59 0 167.24 0 164.64 0 167.29 0 164.69 0 167.34 0 164.74 0 167.39 0 164.79 0 167.44 0 164.84 0 167.49 0 164.89 0 167.54 0 164.94 0 167.59 0 164.99 0 167.64 0 165.04 0 167.69 0 165.09 0 167.74 0 165.14 0 167.79 0 165.19 0 167.84 0 165.24 0 167.89 0 165.29 0 167.94 0 165.34 0 167.99 0 165.39 0 168.04 0 165.44 0 168.09 0 165.49 0 168.14 0 165.54 0 168.19 0 165.59 0 168.24 0 165.64 0 168.29 0 165.69 0 168.34 0 165.74 0 168.39 0 165.79 0 168.44 0 165.84 0 168.49 0 165.89 0 168.54 0 165.94 0 168.59 0 165.99 0 168.64 0 166.04 0 168.69 0 166.09 0 168.74 0 166.14 0 168.79 0 166.19 0 168.84 0 166.24 0 168.89 0 166.29 0 168.94 0 166.34 0 168.99 0 166.39 0 166.44 0 166.49 0 166.54 0 166.59 0 166.64 0 166.69 0 166.74 0 166.79 0 166.84 0 166.89 0 166.94 0 166.99 0 167.04 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 219 Summary for Pond 31 P: DMH 4 Inflow Area = 2.121 ac, 8.96% Impervious, Inflow Depth > 1.44" for 100-Year event Inflow = 1.76 cfs @ 12.22 hrs, Volume= 0.254 of Outflow = 1.76 cfs @ 12.22 hrs, Volume= 0.254 af, Atten= 0%, Lag= 0.0 min Primary = 1.76 cfs @ 12.22 hrs, Volume= 0.254 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 165.09' @ 12.22 hrs Flood Elev= 169.60' Device Routing Invert Outlet Devices #1 Primary 164.24' 12.0" Round Culvert L= 122.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 164.24' / 163.63' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.75 cfs @ 12.22 hrs HW=165.08' (Free Discharge) L1=Culvert (Inlet Controls 1.75 cfs @ 2.47 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 220 Stage-Area-Storage for Pond 31 P: DMH 4 Elevation Storage Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) (feet) (cubic-feet) 164.24 0 166.36 0 168.48 0 164.28 0 166.40 0 168.52 0 164.32 0 166.44 0 168.56 0 164.36 0 166.48 0 168.60 0 164.40 0 166.52 0 168.64 0 164.44 0 166.56 0 168.68 0 164.48 0 166.60 0 168.72 0 164.52 0 166.64 0 168.76 0 164.56 0 166.68 0 168.80 0 164.60 0 166.72 0 168.84 0 164.64 0 166.76 0 168.88 0 164.68 0 166.80 0 168.92 0 164.72 0 166.84 0 168.96 0 164.76 0 166.88 0 169.00 0 164.80 0 166.92 0 169.04 0 164.84 0 166.96 0 169.08 0 164.88 0 167.00 0 169.12 0 164.92 0 167.04 0 169.16 0 164.96 0 167.08 0 169.20 0 165.00 0 167.12 0 169.24 0 165.04 0 167.16 0 169.28 0 165.08 0 167.20 0 169.32 0 165.12 0 167.24 0 169.36 0 165.16 0 167.28 0 169.40 0 165.20 0 167.32 0 169.44 0 165.24 0 167.36 0 169.48 0 165.28 0 167.40 0 169.52 0 165.32 0 167.44 0 169.56 0 165.36 0 167.48 0 169.60 0 165.40 0 167.52 0 165.44 0 167.56 0 165.48 0 167.60 0 165.52 0 167.64 0 165.56 0 167.68 0 165.60 0 167.72 0 165.64 0 167.76 0 165.68 0 167.80 0 165.72 0 167.84 0 165.76 0 167.88 0 165.80 0 167.92 0 165.84 0 167.96 0 165.88 0 168.00 0 165.92 0 168.04 0 165.96 0 168.08 0 166.00 0 168.12 0 166.04 0 168.16 0 166.08 0 168.20 0 166.12 0 168.24 0 166.16 0 168.28 0 166.20 0 168.32 0 166.24 0 168.36 0 166.28 0 168.40 0 166.32 0 168.44 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 221 Summary for Pond 32P: DMH 2 Inflow Area = 2.529 ac, 13.04% Impervious, Inflow Depth > 1.83" for 100-Year event Inflow = 2.78 cfs @ 12.23 hrs, Volume= 0.386 of Outflow = 2.78 cfs @ 12.23 hrs, Volume= 0.386 af, Atten= 0%, Lag= 0.0 min Primary = 2.78 cfs @ 12.23 hrs, Volume= 0.386 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 165.03' @ 12.23 hrs Flood Elev= 168.10' Device Routing Invert Outlet Devices #1 Primary 163.63' 12.0" Round Culvert L= 146.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.63' / 162.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.76 cfs @ 12.23 hrs HW=165.01' (Free Discharge) L1=Culvert (Barrel Controls 2.76 cfs @ 3.51 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 222 Stage-Area-Storage for Pond 32P: DMH 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.63 0 166.28 0 163.68 0 166.33 0 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 167.48 0 164.88 0 167.53 0 164.93 0 167.58 0 164.98 0 167.63 0 165.03 0 167.68 0 165.08 0 167.73 0 165.13 0 167.78 0 165.18 0 167.83 0 165.23 0 167.88 0 165.28 0 167.93 0 165.33 0 167.98 0 165.38 0 168.03 0 165.43 0 168.08 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 223 Summary for Pond 33P: CB 2 Inflow Area = 0.373 ac, 28.03% Impervious, Inflow Depth > 3.48" for 100-Year event Inflow = 0.91 cfs @ 12.25 hrs, Volume= 0.108 of Outflow = 0.91 cfs @ 12.25 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 12.25 hrs, Volume= 0.108 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 164.31' @ 12.25 hrs Flood Elev= 167.46' Device Routing Invert Outlet Devices #1 Primary 163.73' 12.0" Round Culvert L= 3.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 163.73' / 163.63' S= 0.0333 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.91 cfs @ 12.25 hrs HW=164.30' (Free Discharge) L1=Culvert (Barrel Controls 0.91 cfs @ 2.81 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 224 Stage-Area-Storage for Pond 33P: CB 2 Elevation Storage Elevation Storage (feet) (cubic-feet) (feet) (cubic-feet) 163.73 0 166.38 0 163.78 0 166.43 0 163.83 0 166.48 0 163.88 0 166.53 0 163.93 0 166.58 0 163.98 0 166.63 0 164.03 0 166.68 0 164.08 0 166.73 0 164.13 0 166.78 0 164.18 0 166.83 0 164.23 0 166.88 0 164.28 0 166.93 0 164.33 0 166.98 0 164.38 0 167.03 0 164.43 0 167.08 0 164.48 0 167.13 0 164.53 0 167.18 0 164.58 0 167.23 0 164.63 0 167.28 0 164.68 0 167.33 0 164.73 0 167.38 0 164.78 0 167.43 0 164.83 0 164.88 0 164.93 0 164.98 0 165.03 0 165.08 0 165.13 0 165.18 0 165.23 0 165.28 0 165.33 0 165.38 0 165.43 0 165.48 0 165.53 0 165.58 0 165.63 0 165.68 0 165.73 0 165.78 0 165.83 0 165.88 0 165.93 0 165.98 0 166.03 0 166.08 0 166.13 0 166.18 0 166.23 0 166.28 0 166.33 0 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 225 Summary for Pond 34P: (new Pond) Inflow Area = 4.029 ac, 11.18% Impervious, Inflow Depth > 3.01" for 100-Year event Inflow = 9.87 cfs @ 12.18 hrs, Volume= 1.011 of Outflow = 4.46 cfs @ 12.52 hrs, Volume= 0.952 af, Atten= 55%, Lag= 20.7 min Primary = 4.46 cfs @ 12.52 hrs, Volume= 0.952 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 162.75' @ 12.52 hrs Surf.Area= 6,971 sf Storage= 11,441 cf Plug-Flow detention time= 72.7 min calculated for 0.952 of(94% of inflow) Center-of-Mass det. time= 41.1 min ( 878.2 - 837.1 ) Volume Invert Avail.Storage Storage Description #1 160.00' 21,682 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 160.00 1,241 0 0 162.00 5,525 6,766 6,766 164.00 9,391 14,916 21,682 Device Routing Invert Outlet Devices #1 Primary 160.86' 12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 160.86' / 160.58' S= 0.0112 7' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=4.45 cfs @ 12.52 hrs HW=162.75' (Free Discharge) L1=Culvert (Inlet Controls 4.45 cfs @ 5.67 fps) PROP. DRAINAGE rev 10-17-18 Type III 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 226 Stage-Area-Storage for Pond 34P: (new Pond) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 160.00 1,241 0 162.65 6,781 10,766 160.05 1,348 65 162.70 6,878 11,107 160.10 1,455 135 162.75 6,975 11,453 160.15 1,562 210 162.80 7,071 11,805 160.20 1,669 291 162.85 7,168 12,161 160.25 1,777 377 162.90 7,265 12,521 160.30 1,884 469 162.95 7,361 12,887 160.35 1,991 566 163.00 7,458 13,258 160.40 2,098 668 163.05 7,555 13,633 160.45 2,205 775 163.10 7,651 14,013 160.50 2,312 888 163.15 7,748 14,398 160.55 2,419 1,007 163.20 7,845 14,788 160.60 2,526 1,130 163.25 7,941 15,182 160.65 2,633 1,259 163.30 8,038 15,582 160.70 2,740 1,393 163.35 8,135 15,986 160.75 2,848 1,533 163.40 8,231 16,395 160.80 2,955 1,678 163.45 8,328 16,809 160.85 3,062 1,829 163.50 8,425 17,228 160.90 3,169 1,984 163.55 8,521 17,652 160.95 3,276 2,146 163.60 8,618 18,080 161.00 3,383 2,312 163.65 8,714 18,514 161.05 3,490 2,484 163.70 8,811 18,952 161.10 3,597 2,661 163.75 8,908 19,395 161.15 3,704 2,844 163.80 9,004 19,842 161.20 3,811 3,031 163.85 9,101 20,295 161.25 3,919 3,225 163.90 9,198 20,753 161.30 4,026 3,423 163.95 9,294 21,215 161.35 4,133 3,627 164.00 9,391 21,682 161.40 4,240 3,837 161.45 4,347 4,051 161.50 4,454 4,271 161.55 4,561 4,497 161.60 4,668 4,727 161.65 4,775 4,963 161.70 4,882 5,205 161.75 4,990 5,452 161.80 5,097 5,704 161.85 5,204 5,961 161.90 5,311 6,224 161.95 5,418 6,492 162.00 5,525 6,766 162.05 5,622 7,045 162.10 5,718 7,328 162.15 5,815 7,616 162.20 5,912 7,910 162.25 6,008 8,208 162.30 6,105 8,510 162.35 6,202 8,818 162.40 6,298 9,131 162.45 6,395 9,448 162.50 6,492 9,770 162.55 6,588 10,097 162.60 6,685 10,429 PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 227 Summary for Subcatchment 34S: P5 Runoff = 0.91 cfs @ 12.25 hrs, Volume= 0.108 af, Depth> 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 3,073 98 Paved roads w/curbs &sewers, HSG A 11,684 39 >75% Grass cover, Good, HSG A 1,477 98 Paved parking, HSG A 16,234 Weighted Average 11,684 71.97% Pervious Area 4,550 28.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 1.8 75 0.0100 0.70 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.5 87 0.0200 2.87 Shallow Concentrated Flow, road shallow conc Paved Kv= 20.3 fps 7.3 171 0.0133 0.39 0.20 Channel Flow, channel Area= 0.5 sf Perim= 2.5' r= 0.20' n= 0.150 Sheet flow over Short Grass 17.1 383 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 228 Summary for Reach 35R: Downstream of Rea Street Culverts Inflow Area = 18.941 ac, 37.87% Impervious, Inflow Depth > 3.64" for 100-Year event Inflow = 33.94 cfs @ 12.48 hrs, Volume= 5.753 of Outflow = 33.94 cfs @ 12.48 hrs, Volume= 5.753 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 229 Summary for Subcatchment 35S: P7 Runoff = 0.47 cfs @ 12.25 hrs, Volume= 0.096 af, Depth> 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 75,736 30 Woods, Good, HSG A 75,736 100.00% Pervious Area PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 230 Summary for Subcatchment 36S: LOT 4 ROOF Runoff = 0.35 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 231 Summary for Subcatchment 37S: LOT 5 ROOF Runoff = 0.35 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 8.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 1,536 98 Roofs, HSG A 1,536 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, direct entry PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 232 Summary for Subcatchment 38S: EXISTING NORTH CROSS Runoff = 7.50 cfs @ 12.20 hrs, Volume= 0.767 af, Depth> 2.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 45,876 55 Woods, Good, HSG B 22,143 61 >75% Grass cover, Good, HSG B 3,307 98 Paved parking, HSG B 25,970 30 Woods, Good, HSG A 54,824 39 >75% Grass cover, Good, HSG A 2,402 98 Paved parking, HSG A 154,522 Weighted Average 148,813 96.31% Pervious Area 5,709 3.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 3.6 165 0.0240 0.77 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 13.0 215 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCADO 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 233 Summary for Reach DP1: At Rea Street Culvert Inflow Area = 14.912 ac, 45.09% Impervious, Inflow Depth > 3.86" for 100-Year event Inflow = 29.49 cfs @ 12.48 hrs, Volume= 4.801 of Outflow = 29.49 cfs @ 12.48 hrs, Volume= 4.801 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 234 Summary for Subcatchment P6: (new Subcat) Runoff = 2.60 cfs @ 12.14 hrs, Volume= 0.245 af, Depth> 6.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 11,438 98 Paved parking, HSG A 7,065 39 >75% Grass cover, Good, HSG A 2,481 98 Paved parking, HSG A 20,984 Weighted Average 7,065 33.67% Pervious Area 13,919 66.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 25 0.0100 0.78 Sheet Flow, sheet Smooth surfaces n= 0.011 P2= 3.15" 4.3 25 0.0100 0.10 Sheet Flow, sheet Grass: Short n= 0.150 P2= 3.15" 4.0 47 0.0008 0.20 Shallow Concentrated Flow, road shallow conc Short Grass Pasture Kv= 7.0 fps 0.1 12 0.0100 2.03 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 0.9 51 0.0200 0.99 Shallow Concentrated Flow, shallow conc. Short Grass Pasture Kv= 7.0 fps 0.4 77 0.0200 2.87 Shallow Concentrated Flow, shallow conc. Paved Kv= 20.3 fps 10.2 237 Total PROP. DRAINAGE rev 10-17-18 Type /// 24-hr 100-Year Rainfall=8.94" Prepared by {enter your company name here} Printed 10/22/2018 HydroCAD® 10.00-22 s/n 01057 ©2018 HydroCAD Software Solutions LLC Page 235 Summary for Subcatchment P7: (new Subcat) Runoff = 29.46 cfs @ 12.48 hrs, Volume= 4.641 af, Depth> 4.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=8.94" Area (sf) CN Description 116,760 39 >75% Grass cover, Good, HSG A 120,729 30 Woods, Good, HSG A 257,918 98 Wetlands 495,407 Weighted Average 237,489 47.94% Pervious Area 257,918 52.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 50 0.0400 0.09 Sheet Flow, sheet Woods: Light underbrush n= 0.400 P2= 3.15" 2.2 160 0.0300 1.21 Shallow Concentrated Flow, shallow conc Short Grass Pasture Kv= 7.0 fps 6.1 315 0.0300 0.87 Shallow Concentrated Flow, shallow conc Woodland Kv= 5.0 fps 18.1 1,429 0.0050 1.31 26.30 Channel Flow, stream Area= 20.0 sf Perim= 22.0' r= 0.91' n= 0.075 35.8 1,954 Total EXISTING WATERSHED is ml BOUNDARY Tc FLOW PATH 38,a SOIL TYPES: _ 421B:CANTON FINE SANDY LOAM (HSG-B) 421C:CANTON FINE SANDY LOAM (HSG-B) � ,---- 38A: PIPESTONE SAND, (HSG-A) _ -- 2546:MERRIMAC FINE SANDY LOAM, (HSG-A) 4118: SUTTON FINE SANDY LOAM, (HSG-B) 260A:SUDBURY FINE SANDY LOAM, (HSG-B) 254A:MERRIMAC FINE SANDY LOAM, (HSG-A) 52A: FREETOWN "MUCK' ORGANIC SOIL (HSG-B/D) o �> - i ��� _ 406C:CHARLTON FINE SANDY LOAM, (HSG-B) 260B:SUDBURY FINE SANDY LOAM, (HSG B) \ \ - 411C: SUTTON FINE SANDY LOAM, (HSG B) \ _4 __.� - _ 71513:RIDGEBURY SANDY LOAM, (HSG-D) �V � ��'� _ �, /° f it 52A III.. z t n \� \ DESIGN POINT PLAN OF EXISTING EXISTING DRAINAGE PLAN _ DRAINAGE CONDITIONS �...�. so• o so Im. _ JUNE 26,2018 ,. ._._. REVISED:JULY 31,2018 —LE.1 MOSQUITO BROOK rr PaoPEssioNo�ENciNEEasa�No suavevoas CHRISTIANSEN&SERGI A-ISION OF TONE MORIN-MERONrGROUP INC. ,YR PROP wArERSHED eouNDARIEs S01E TYPES: 1 (T1P) — a 421B:CANTON FINE SANDY LOAM (HSVB) pz 421C:CANTON FINE SANDY LOAM (HSG—B) ALL WATERSHED 38A: PPESTONE SAND, (HSG—A) BOUNDARY B:MERRIMAC FINE SANDY LOAM, (HSG—A) 411 111 W � 4118. BUTTON FINE SANDY LOAM, (HSG—B) 260A.SUDBURY FINE SANDY LOAM, (HSG B) 254A MERRIMAC FINE SANDY LOAM, (HSG—A) yyy _ 52A: FREETOWN "MUCK" ORGANIC SOIL, (HSG—BAD) 406C CHARLTON FINE SANDY LOAM, (HSG—B) 260B:SUDBURY FINE SANDY LOAM, (HSG—B) . .,,, Tc FLOW PATH 411C. SUTTON FINE SANDY LOAM, (HSG—B) (TYP.) 715B RIDGEBURY SANDY LOAM, (HSG—D) 41A _...t \. 1 D y —i KEY: �� AT�� ' ��� DESIGN POINT `ND PLAN OF PROPOSED MOSQUITO BROOK DRAINAGE CONDITIONS JUNE 26,2018 REVISED:AUGUST 17,2018 REVISED:SEPTEMBER 18,2018 PROPOSED DRAINAGE PLAN ——— PaoFEssiorvo�ErvciNEEasa��rvo suavevoas so• o so Iza CHRISTIANSEN&SERGI A OMSION OF THE MORIN—MERON GROUP,INC. SCALE.1"=60- 'rvv.cSlFllT vM TES.�reanaain rnx.srea�rzaueo