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HomeMy WebLinkAbout20230822-Quarterra-289110 Drainage Report DRAINAGE ANALYSIS REPORT (Revised) EMBLEM HYANNIS Proposed Multifamily Residences Located at: 35 Scudder Avenue Hyannis, Massachusetts Prepared for: (Formerly Lennar Multifamily Communities) 99 SUMMER STREET, SUITE 701 BOSTON, MA 02110 Prepared by: Revised August 7, 2023 Pesce Engineering & Associates, Inc. 43 Porter Lane West Dennis, MA 02670 Ed@PesceEng.com Phone: 508-333-7630 Drainage Analysis Report EMBLEM Hyannis 35 Scudder Ave., Hyannis, MA October 11, 2022 Revised August 7, 2023 TABLE OF CONTENTS Project Description & Existing Conditions and Soils Information ……......Pages 1-6 Stormwater Management Analysis ………………………………………….Pages 6-8 DEP Stormwater Management Standards Compliance & Calculations …Pages 8-15 Appendices Appendix A – Geotechnical Report by LGCI, dated September 24, 2020 Appendix B – Existing Conditions Drainage Areas Plan & HydroCAD Calculations Appendix C – NOAA Atlas, Volume 10, Version 3, Point Precipitation Frequency Estimates for Hyannis, MA Appendix D – Proposed Conditions Drainage Areas Plan & HydroCAD Calculations Appendix E - TSS Removal Worksheet Calculations Appendix F - Construction Period Pollution Prevention Plan & Stormwater Management System Operations & Maintenance Plan, Contech® CDS Maintenance Guide Appendix G – MA DEP Standard Method to Convert Water Quality Volume to a Discharge Rate for Sizing Flow based manufactured Proprietary Stormwater Treatment (September 10, 2013) Appendix H - DEP Checklist for a Stormwater Report Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 1 Revised August 7, 2023 Project Overview, Site Description, Stormwater Management Analysis & Compliance Calculations Project Overview & Site Description Quarterra (the Proponent), formerly Lennar Multifamily Communities, proposes to redevelop an existing golf course and construct a new multi-family residential community at 35 Scudder Avenue in the village of Hyannis (see Figure 1) in the Town of Barnstable, Massachusetts, known as “Emblem Hyannis.” The Redevelopment is located within walking distance of the west end of downtown Hyannis – an area that has a shortage of year-round housing options for many of Cape Cod’s residents. The Redevelopment will provide a diversity of rental housing (from studio to 3-bedroom units), which is vitally needed in the area. The proposed Redevelopment will include the construction of approximately 312 new rental homes located in thirteen (13) three-story multifamily residential buildings (with 24 homes each), together with approximately 493 parking spaces, a recreational clubhouse containing a fitness center, a pool and other amenities, open green space, and improvements that are accessory to such multifamily use. The Redevelopment site is located within the “RB” Residential Zoning District and will be serviced by municipal water and sewer utilities. No portion of the proposed Redevelopment work is located within a Zone II of public water supply well. The Redevelopment site comprises a portion of the existing 53.8-acre property, which currently includes the Resort and Conference Center at Hyannis (the “Conference Center”) at 35 Scudder Avenue, and the Twin Brooks Golf Course. The existing lot will be divided to create two separate lots. One lot, comprised of approximately 14.2 acres, will include the Conference Center and is not part of the Redevelopment Site. The second lot (approximately 39.6 acres) will contain the new redevelopment project. The Redevelopment Site is bordered by the existing Conference Center and Scudder Avenue to the north, Stewart’s Creek to the east, and Joshua’s Brook to the west. The main access to the new community will be via a new driveway from Scudder Avenue in the northwest corner of the Redevelopment Site. This new entrance drive will result in less pavement and impervious cover than currently exists. A secondary emergency access drive is located on the northeast side of the Site (See the Civil/Site Plans by Pesce Engineering, as revised dated Sept. 23, 2022). The topography of the Site is relatively flat (from clearing activities to build the golf course), with some small hills, ranging in surface elevation from approximately 35 feet in elevation above mean sea level (MSL) at the high point near the center, to approximately to 5 feet along the southeastern side near Stewart’s Creek. See Figure 2, showing the USGS topographic map (excerpt of the Hyannis Quad.), for the project location. Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 2 Revised August 7, 2023 Figure 1. Project Locus – Barnstable GIS - Assessor’s Map #289, Parcel #110 Project Locus: 35 Scudder Ave. (Twin Brooks Golf Course) Resort and Conference Center at Hyannis Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 3 Revised August 7, 2023 Figure 2. USGS Topographic Map (excerpt of the Hyannis Quadrangle Map) The proposed Redevelopment Site consists of an 18-hole golf course facility with intermittent and bordering scrub oak and scrub pine tree forest, together with multiple managed turf areas (tees, fairways, and fairway roughs). Waterways and waterbodies on the Site include Joshua’s Brook and Stewart’s Creek which are perennial streams and 4 ponds, some of which were Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 4 Revised August 7, 2023 artificially constructed as part of the golf course). Wetland areas include vegetated wetlands bordering on the streams, coastal flood plain, and coastal bank, which predominate the perimeter areas of the gold course. General Soils Information Figure 3. USDA/NRCS Soil Map Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 5 Revised August 7, 2023 Figure 3 - Soil Map Unit Legend Existing soil classifications and hydrologic soil groups for the site were obtained from the USDA Soil Conservation Service, Soil Survey of Barnstable County, Mass., 1993. Figure 3 above shows the soils that are mapped for this site. Additional soils information was also obtained from the Geotechnical Report prepared by LGCI, dated September 24, 2020 (see Appendix A). The site soils are comprised primarily of Carver coarse sand (252B) for the upland areas, and as either Freetown coarse sand or Freetown and Swansea mucks for wetland areas along both stream corridors (see Figure 3). An excerpt from the Barnstable County Soil survey provides the following soil description for Carver Coarse Sand Carver Coarse Sand (3-8% slopes) This very deep, gently sloping, excessively drained soil is in broad areas and on the tops of knobs on outwash plains. It makes up approximately 10.3 percent (26,175 acres) of the survey area. It is mapped mainly in the Carver general soil map unit. Areas are irregular in shape and range from 5 to 1,000 acres in size. Permeability is very rapid in the subsoil and substratum of the Carver soil. Available water capacity is very low. Depth to the seasonal high water table is more than 6 feet. Most areas are used as woodland. Many areas have been developed for homesites, a nd a few areas are used as cropland. From the soil test pits performed in August 2020 for the geotechnical investigation, the parent soils (C Horizon) for the redevelopment area were clean medium to coarse sands and some gravel (see pages 4-7 & Appendix B test pit logs of the LGCI geotechnical report). Pesce Engineering observed the majority of these test pits, and found no soil mottling evident, and no groundwater was encountered. Soils in new development area Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 6 Revised August 7, 2023 Consulting the Barnstable Groundwater Contour Map (Barnstable GIS – 1992), the estimated elevation of the groundwater table is 5-8 feet above mean sea level (moving south to north on the site). Looking at the Existing Conditions Plan (Sheet 2 of 17 of the civil plans), the elevation of the pond on the northeast corner of the site is approximately 9.0 ft., and the pond in the southeast corner is approximately 3.5 ft. Following the USGS Cape Cod Method for estimating seasonal high groundwater elevation, the water level adjustment is 3.3 ft. (Index Well – MIW 29, Zone B, for Aug 2020 when the test pits were witnessed). Therefore, the Estimated Seasonal High Groundwater Elevation (ESHGWE) for this site ranges from 6.8 ft. – 12.3 ft from south to north on the site in the areas for the proposed Infiltration Basins 1 & 2 respectively. The bottom elevations for these 2 infiltration basins are designed as 10.5 ft. (Inf. Basin 1 - south) and 15.50 ft. (Inf. Basin 2 - north). This provides a separation from the bottom of the infiltration basins to the ESHGWE of 3.7 ft. & 3.2 ft. for Infiltration Basins 1 & 2 respectively. NOTE: Additional soil test pit excavations will be conducted in the actual infiltration basin locations to confirm the soil and groundwater conditions at these sites prior to construction start. This was not performed at this time in order to not interfere with existing golf operations. Finally, the medium to coarse sand and gravel soils exhibit a hydrological soil group classification of “A” (HSG A), which was used in the follow-on calculations. Stormwater Management Analysis Existing Conditions The site consists of the existing Twin Brooks Golf Course, and has no formal or structural stormwater management system. Stormwater runoff currently flows uncontrolled from the higher topography along the north and center of the parcel (elevation 28’-32’), to the lower elevations in the southeast and southwest to the perennial streams (elevation 5’ – 16’) along the golf course perimeter. Existing Conditions Drainage Analysis The existing conditions were modeled using HydroCAD® software, which combines USDA Soil Conservation Service hydrology and hydraulic techniques (commonly known as SCS TR-55 and TR-20) to generate hydrographs. The Existing Conditions Drainage Area Plan and the Existing Conditions HydroCAD calculations are provided in the Appendix B of this report. The existing conditions stormwater runoff was evaluated for the 2, 10, 25 & 100-year, Type III, 24-hour storm events. Proposed Conditions - Methodology & Design Approach Our design approach is to provide the required DEP compliant stormwater management system for the new impervious surfaces, by collecting and treating the accumulated runoff from the parking areas and providing proper infiltration. The drainage analysis broke down the site area into 3 design points as follows: 1. Design Point 1 – the main entrance area on the north 2. Design Point 2 – the development area draining to the south and west to Infiltration Basin 1 and Joshua’s Brook 3. Design Point 3 – the development area draining to the south and east to Infiltration Basin 2 and Stewart’s Creek For Design Point 1, the proposed new entrance represents a reduction of impervious paved surfaces of approximately 25,178 sf (0.58 ac), as compared to the existing condition. The Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 7 Revised August 7, 2023 proposed stormwater management system will consist of deep-sump catch basins (with outlet hoods), flowing to a Contech® CDS Water Quality Unit (WQU - hydrodynamic separator), which allows for the removal of most of the total suspended solids (TSS) in the stormwater. For Design Points 2 & 3 the proposed stormwater management system will consist of deep- sump catch basins (with outlet hoods), or a Bioretention area (with deep sump outlet structure), connected to piping to discharge to an infiltration basin, constructed with a sediment forebay. All the proposed stormwater management system is sized for the 100-yr storm, and will adequately allow for the treatment of the first ½ - inch of runoff, or the ‘first flush” from a storm event. Additionally, in light of the reality of the changing climate conditions, the design storm events were based on the current NOAA Atlas 14, Volume 10, Version 3, Point Precipitation Frequency Estimates for Hyannis, MA (see Appendix C). These design storm events are as follows: Design Storm Events Storm Event 2-Yr. Storm 10-Yr. Storm 25-Yr. Storm 100-Yr. Storm 24-hr. Precipitation (in.) 3.39 4.94 5.91 7.41 Proposed Conditions Drainage Analysis The proposed conditions were also modeled using HydroCAD®, and again, stormwater runoff was evaluated for the 2, 10, 25 & 100-year, Type III, 24-hour storm events. This stormwater model was used to size the 2 main infiltration basins and roof drain infiltration systems as well. The proposed conditions drainage areas are shown on the Proposed Drainage Areas Plan in Appendix D, together with the associated proposed conditions calculations. The proposed stormwater management system provides no increase of the stormwater peak rate of runoff or peak volume from the site, as compared to the existing conditions, for all storm events. The following tables shows the comparison of the revised pre & post development peak flowrates and volumes. Table 1 Pre & Post Development Peak Flow Rates Peak Flow Rates (cfs) 2-year 10-year 25-year 100-year Pre Post Pre Post Pre Post Pre Post DP-1 (Ex. Stormwater Area) 5.43 5.07 11.01 10.70 14.77 14.54 20.77 20.71 DP-2 (Joshua's Brook) 0.00 0.00 0.08 0.04 0.29 0.19 1.95 1.16 DP-3 (Stewart's Creek) 0.00 0.00 0.08 0.06 0.32 0.29 1.63 1.36 Table 2 Pre & Post Development Peak Volumes Peak Volume (acre-ft.) 2-year 10-year 25-year 100-year Pre Post Pre Post Pre Post Pre Post DP-1 (Ex. Stormwater Area) 0.452 0.366 0.887 0.738 1.184 0.997 1.667 1.419 DP-2 (Joshua's Brook) 0.000 0.000 0.050 0.027 0.155 0.084 0.446 0.224 DP-3 (Stewart's Creek) 0.000 0.000 0.047 0.036 0.129 0.098 0.476 0.293 Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 8 Revised August 7, 2023 As a final factor of safety in the infiltration basin design, even though site soils observed were medium to coarse sand and highly permeable, a Rawls rate of exfiltration (see Vol. 3, Ch. 1, Pg. 22 of the MA Stormwater Management Handbook) was decreased from 8.27 in./hr. to 2.41 in./hr. We believe that this conservative design also enhances the ability of the infiltration systems to perform well for all storm events over time. For treatment of total suspended solids (TSS), Appendix E shows the TSS removal calculations for the proposed conditions for all 3 design points. These calculations show a minimum TSS removal of ≥ 90% for this project. Design Revisions Resulting from Informal Site Plan Review As a result of comments received from the Barnstable DPW during informal site plan review (March 2023), we have made several stormwater related design revisions. These design revisions include: • Increased the freeboard in the infiltration basins to a minimum of 1 ft. (100-yr. storm). • Providing a berm liner (40 mil poly – see detail on sheet 20) for Infiltration Basins 1 & 2 to guard against breakout on the downslope side of the basins. • Provided HydoCAD calculations for Infiltration Basin 3 (Note: There is only minimal accumulation of runoff for the 100-yr. storm). • Added perimeter safety fence and widened access roads for infiltration Basins 1 & 2. • Relocated the emergency overflow spillways to allow for more separation from the wetlands. • Added curbing & curb inlets (2 ft. wide) at the Bio-Retention areas, with rip-rap aprons. • Provided more details/information for the stormwater management infrastructure at the entrance area at Scudder Ave., and for the area of altered hotel/conference center parking. • The site entrance drive has been reduced in width from 2 exit lanes to one exit lane (to reduce the crosswalk length at Scudder Ave.). This results in more pervious (landscaped) area vs. the existing paved parking lot condition (a total of 25,178 sf less impervious paving). • Drawdown calculations have been revised to use the more conservative 2.41 in./hr. Rawls Rate (vs 8.27 in./hr.) • The design for infiltration Basins 1 & 2 has incorporated new areas with 40-mil poly berm liner to guard against breakout (along with a new berm liner detail on Sheet 20). Stormwater Operation & Maintenance (O&M) Plans Appendix F contains both a Construction Period Pollution Prevention Plan and a Stormwater O&M Plan, along with manufacturer’s information for the proper maintenance of the Contech® CDS WQU. Proper routine inspection and maintenance recommendations are included in this manufacturer’s guide/manuals. The Stormwater O&M plan also includes new language regarding the maintenance of the forebays. In summary, the results of this stormwater analysis indicate that the sizing of the proposed stormwater management & infiltration systems is adequate for all design storm events. The proposed peak rates of runoff are less than the existing peak rates of runoff, and do not create any off-site flooding impacts. Additionally, the proposed design will provide excellent TSS removal, and infiltration & recharge of runoff. Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 9 Revised August 7, 2023 DEP STORMWATER MANAGEMENT STANDARDS COMPLIANCE Since the proposed activity represents a redevelopment project, according to the MA Stormwater Handbook, Volume 2, Chapter 3, Standard 7: “Standard 7: A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural stormwater best management practice requirements of Standards 4, 5, and 6. Existing stormwater discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Stormwater Management Standards and improve existing conditions.” Per the above reference, the following information is provided to demonstrate compliance with these regulations, and good engineering practice (please find the completed DEP Checklist for Stormwater Report in Appendix H). Standard 1: No New Untreated Discharges There are no new untreated discharges. Standard 2: Peak Rate Attenuation Post-development peak discharges (uncontrolled) do not exceed pre-development rates (uncontrolled) for the 2, 10, 25 & 100-year storms. Standard 3: Recharge Infiltration BMP’s have been designed using the “static” method to infiltrate the Required Recharge Volume. Based on soil test pits performed, the soils are medium – coarse sand, and represent a hydrologic soil group classification of “A,” and accordingly a 0.60-inch Target Depth Factor (F) is used Recharge Volume Required Rv = F x Imp Rv = Recharge Volume required (cubic feet – cf) F = Target Depth Factor = 0.60 inch Imp = Impervious area = 8.85 acres (area of paved & concrete surfaces & roofs) Rv = (F/12) x Impervious area Rv = (0.60/12) x (8.85 ac x 43,560 sf/acre) Rv = 19,275.3 cf required Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 10 Revised August 7, 2023 The Required Recharge Volume = 19,275.3 cf, and from the HydroCAD calculations, the volume provided from the 2 main infiltration basins alone are as follows (Note: additional infiltration volume is provided in the roof drain infiltration systems): • Infiltration Basin 1 Available Storage = 69,853 cf • Infiltration Basin 2 Available Storage = 52,072 cf Total = 121, 925 cf So, a total of 121,925 cf of recharge volume is provided, which exceeds the 19,275.3 cf required: OK√ Calculations for Drawdown in 72 hours (T) – For Infiltration Basins 1 & 2 T = Rv / (K x Abottom) T (drawdown hrs.) Rv (storage volume cf) K (saturated hydraulic conductivity) = 2.41 in./hr. (A Conservative Rawls Rate - A soils) Abottom (bottom area of inf. basin sf) Infiltration Basin 1 T (drawdown) = 69,853 cf/(2.41/12) X 7,554 sf’) T (Inf. Basin 1) = 46.04 hrs < 72 hours: OK√ Infiltration Basin 2 T (drawdown) = 52,072 cf/(2.41/12) X 7,393 sf’) T (Inf. Basin 2) = 35.07 hrs < 72 hours: OK√ Infiltration Basin 3 T (drawdown) = 8,317 cf/(2.41/12) X 3,3454 sf’) T (Inf. Basin 3) = 12.38 hrs < 72 hours: OK√ Standard 4: Required Water Quality Volume (VWQ) VWQ = (DWQ/12 inches/foot) * (AIMP * 43,560 square feet/acre) VWQ = Required Water Quality Volume (in cubic feet) DWQ = Water Quality Depth (0.5” or 1.0”) AIMP = Impervious Area treated (in acres) For DWQ: Hydrologic Group A Soils - Use 1.0” of runoff (for exfiltration to soils with infiltration rate greater than 2.4 in/hr.) NOTE: No calculations are shown here for Infiltration Basin 3, since the runoff generated is from pervious surfaces only. Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 11 Revised August 7, 2023 For Infiltration Basin 1 VWQ = 1.0”/12 X (3.12 ac x 43,560 sf/ac) VWQ required = 11,325.6 cf Water Quality volume provided in the sediment forebay & basin = 61,135 cf therefore OK√ For Infiltration Basin 2 VWQ = 1.0”/12 X (2.52 ac x 43,560 sf/ac) VWQ required = 9,147.6 cf Water Quality volume provided in the sediment forebay & basin = 37,352 cf therefore OK√ For the main entrance area (Design Point 1) For the new main entrance area, this project will use a proprietary stormwater treatment system via the use of Contech® CDS water quality treatment unit (Model 1515-3). We have followed the DEP guidance for calculations to check the sizing of these units based on the following reference, which is included in Appendix G: Massachusetts Department of Environmental Protection Wetlands Program Standard Method to Convert Required Water Quality Volume to a Discharge Rate for Sizing Flow Based Manufactured Proprietary Stormwater Treatment Practices (Sept 10, 2013) Because the site does not drain to, or is located near a critical area, the water quality volume (WQV) used for this calculation is = ½ -inch. This method follows the following equation: Q 0.5 = (qu)(A)(WQV) Where: Q 0.5 = flow rate associated with first ½ -inch 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 (½ -inch in this case) The qu is derived from the time of concentration (Tc) and consulting Figure 2 of the referenced DEP guidance. The Impervious Area is found for each subcatchment area. The following table shows the calculations for Q 0.5 : Location with a WQU Time of Concentration (Tc) qu (unit peak discharge) Impervious Area (ac) Q 0.5 (cfs) Entrance (DP 1) 5 min = .083 hrs 773 0.46 0.28 From the Contech Product Flow Rates (see below page), the Contech CDS 1515-3 can handle a treatment flowrate of 1.0 cfs, which exceeds the required Q 0.5 calculated above. Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 12 Revised August 7, 2023 Sediment Forebay Sizing Following the guidance contained in the DEP Stormwater Management Handbook, page 15, Vol. 2, Ch. 2, for the sizing of sediment forebays: Volume Required = 0.1”/ impervious acre For Infiltration Basin 1 Vol. req’d. = 0.1”/12 x 3.12 ac x 43,450 sf/ac Vol. req’d. = 1,132.6 cf Volume provided: Sediment Forebay Volume = 1,165 cf Bioretention Area 1 Volume = 448 cf Total 1,613 cf The volume provided of 1,612 cf > than the 1,132.6 cf required: OK√ Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 13 Revised August 7, 2023 For Infiltration Basin 2 Vol. req’d. = 0.1”/12 x 2.52 ac x 43,450 sf/ac Vol. req’d. = 914.8 cf Volume provided: Sediment Forebay Volume = 895 cf Bioretention Area 2 Volume = 1,433 cf Bioretention Area 3 Volume = 695 cf Total 3,023 cf The volume provided of 3,023 cf > than the 914.8 cf required: OK√ Groundwater Mounding Analysis Since the elevation of the bottom of the 2 Infiltration basins is less than 4 ft. from the estimated elevation of the seasonal high groundwater, we have performed the following groundwater mounding analysis using a spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin, and was made available to the general public by the USGS for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102: Infiltration Basin 1 Max. GW Mounding = 1.73 ft. Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 14 Revised August 7, 2023 Infiltration Basin 2 So, the estimated groundwater mounding from the 2 detention basins is only 1.75 ft. or less, and this mounding drops to approximately 0.147 ft. (1.8”), or less, as you approach 125 ft. away from each basin. This represents a minimal and localized mounding that will not affect the performance of the stormwater management system. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) Not applicable - this project does not involve a land use with higher potential pollutant loads in stormwater: Standard 6: Critical Areas (Zone II of a public water supply) Not Applicable - This site is not located within a critical area or a Zone II. Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable. This project provides a robust stormwater management system and is sized for the 100-yr. storm, and complies with the DEP Stormwater Management Policy. There are no new discharges that cause or contribute to erosion of wetlands and waters of the Commonwealth. Max. GW Mounding = 1.75 ft. Drainage Analysis Report Proposed EMBLEM Hyannis, 35 Scudder Ave., Hyannis, MA Pesce Engineering & Associates, Inc. Page 15 Revised August 7, 2023 Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control. See attached Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan in Appendix F. Standard 9: Operation and Maintenance Plan See attached Stormwater Management System O & M Plan in Appendix F Standard 10: Prohibition of Illicit Discharges This project does not involve any potential illicit discharges. As required, the Illicit Discharge Compliance Statement will be signed by the applicant and submitted prior to the start of construction. ________________________________________________________________ REFERENCES HydroCAD® Stormwater Analysis Software, HydroCAD Software Solutions, 2009. Massachusetts Department of Environmental Protection & Massachusetts Office of Coastal Zone Management, March 1997. Stormwater Management Handbook. Volume 1 & 2. Massachusetts Department of Environmental Protection, February 2008. Massachusetts Stormwater Management Handbook (Regulations). U.S. Soil Conservation Service, 1981. Soil Survey of Bristol County, Massachusetts. U.S. Soil Conservation Service, 1986. Urban Hydrology for Small Watersheds (Technical Releases 55 & 20) APPENDIX A Geotechnical Report by LGCI, dated September 24, 2020 100 Chelmsford Road, Suite 2, Billerica, MA 01862 Tel: (978) 330-5912 Fax: (978) 330-5056 www.lgcinc.net September 24, 2020 Mr. Dan Lee Division President, Boston LMC 99 Summer Street, Suite 701 Boston, MA 02110 Phone: (561) 596-5818 Mobile: (857) 343-8240 E-mail: dan.lee@livelmc.com Re: Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 Dear Mr. Lee: Lahlaf Geotechnical Consulting, Inc. (LGCI) has completed a geotechnical study for the proposed residential development in Hyannis, Massachusetts. We are submitting this report electronically, please notify us if you need a hard copy. The soil samples from our explorations are currently stored at LGCI for further analysis, if requested. Unless notified otherwise, we will dispose of the soil samples after three months. Thank you for choosing LGCI as your geotechnical engineer. Very truly yours, Lahlaf Geotechnical Consulting, Inc. Abdelmadjid M. Lahlaf, Ph.D., P.E. Principal Engineer 100 Chelmsford Road, Suite 2, Billerica, MA 01862 Tel: (978) 330-5912 Fax: (978) 330-5056 www.lgcinc.net GEOTECHNICAL REPORT PROPOSED RESIDENTIAL DEVELOPMENT HYANNIS, MASSACHUSETTS LGCI Project No. 2026-Rev. 2 September 1, 2020 Revised September 24, 2020 Prepared for: LMC 99 Summer Street, Suite 701 Boston, MA 02110 Phone: (561) 596-5818 GEOTECHNICAL REPORT PROPOSED RESIDENTIAL DEVELOPMENT HYANNIS, MASSACHUSETTS LGCI Project No. 2026-Rev. 2 September 1, 2020 Revised September 24, 2020 Prepared for: LMC 99 Summer Street, Suite 701 Boston, MA 02110 Phone: (561) 596-5818 Prepared by: LAHLAF GEOTECHNICAL CONSULTING, INC. 100 Chelmsford Road, Suite 2 Billerica, Massachusetts 01862 Phone: (978) 330-5912 Fax: (978) 330-5056 Abdelmadjid M. Lahlaf, Ph.D., P.E. Principal Engineer ii TABLE OF CONTENTS 1. PROJECT INFORMATION ............................................................................................. 1 1.1 PROJECT AUTHORIZATION .............................................................................................................................. 1 1.2 PURPOSE AND SCOPE OF SERVICES ................................................................................................................. 1 1.3 SITE DESCRIPTION .......................................................................................................................................... 2 1.4 PROJECT DESCRIPTION ................................................................................................................................... 2 1.5 ELEVATION DATUM ........................................................................................................................................ 3 2. SITE AND SUBSURFACE CONDITIONS ..................................................................... 4 2.1 SURFICIAL GEOLOGY...................................................................................................................................... 4 2.2 PREVIOUS EXPLORATIONS BY OTHERS ........................................................................................................... 4 2.3 LGCI’S TEST PITS AND BORING ..................................................................................................................... 4 2.3.1 General .................................................................................................................................................. 4 2.3.2 LGCI Explorations ................................................................................................................................. 5 2.3.2.1 Test Pits .............................................................................................................................................................. 5 2.3.2.2 Soil Boring ......................................................................................................................................................... 5 2.3.3 Test Pit and Boring Logs and Locations ................................................................................................ 5 2.4 SUBSURFACE CONDITIONS ............................................................................................................................. 6 2.5 GROUNDWATER .............................................................................................................................................. 6 2.6 LABORATORY TEST DATA .............................................................................................................................. 7 3. EVALUATION AND RECOMMENDATIONS .............................................................. 8 3.1 GENERAL ........................................................................................................................................................ 8 3.1.1 Surficial Topsoil and Subsoil ................................................................................................................. 8 3.1.2 Existing Fill ........................................................................................................................................... 8 3.1.3 Shallow Foundations and Slab-on-grade .............................................................................................. 9 3.1.4 Reuse of Onsite Materials ...................................................................................................................... 9 3.2 FOUNDATION RECOMMENDATIONS ................................................................................................................ 9 3.2.1 Footing Design ...................................................................................................................................... 9 3.2.2 Settlement Estimate .............................................................................................................................. 10 3.3 CONCRETE SLAB CONSIDERATIONS .............................................................................................................. 10 3.4 UNDER-SLAB DRAINS ................................................................................................................................... 11 3.5 SEISMIC DESIGN ........................................................................................................................................... 11 3.6 LATERAL PRESSURES FOR WALL DESIGN ..................................................................................................... 11 3.6.1 Lateral Earth Pressures ....................................................................................................................... 11 3.6.2 Seismic Pressures ................................................................................................................................ 12 3.6.3 Perimeter Drains ................................................................................................................................. 13 3.7 PAVEMENT CONSIDERATIONS....................................................................................................................... 13 3.7.1 General ................................................................................................................................................ 13 3.7.2 Sidewalks ............................................................................................................................................. 13 3.7.3 Pavement Sections ............................................................................................................................... 14 3.8 UNDERGROUND UTILITIES ............................................................................................................................ 14 4. CONSTRUCTION CONSIDERATIONS ...................................................................... 15 4.1 SUBGRADE PREPARATION ............................................................................................................................ 15 4.2 SUBGRADE PROTECTION ............................................................................................................................... 16 4.3 FILL MATERIALS .......................................................................................................................................... 17 4.3.1 Structural Fill ...................................................................................................................................... 17 4.3.2 Ordinary Fill ........................................................................................................................................ 17 4.4 REUSE OF ONSITE MATERIALS ..................................................................................................................... 18 4.5 GROUNDWATER CONTROL PROCEDURES ..................................................................................................... 18 4.6 TEMPORARY EXCAVATIONS ......................................................................................................................... 19 5. RECOMMENDATIONS FOR FUTURE WORK ......................................................... 20 iii TABLE OF CONTENTS (CONTINUED) 6. REPORT LIMITATIONS ............................................................................................... 21 7. REFERENCES .................................................................................................................. 22 List of Tables and Figures Table 1 Table 2 Figure 1 Figure 2 Figure 3 Summary of LGCI’s Test Pits Summary of LGCI’s Boring Site Location Map Surficial Geologic Map Test Pit and Boring Location Plan List of Appendices Appendix A Appendix B Appendix C Appendix D Logs of Previous Explorations by Others LGCI’s Test Pit Logs LGCI’s Boring Log Laboratory Test Results Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 1. PROJECT INFORMATION 1.1 Project Authorization This geotechnical report presents the results of the subsurface explorations and a geotechnical evaluation performed by Lahlaf Geotechnical Consulting, Inc. (LGCI) for the proposed residential development in Hyannis, Massachusetts. We performed our services in general accordance with the scope described in our proposal No. 20054 dated July 20, 2020, and in accordance with the terms and conditions of the Consultant Due Diligence Agreement dated July 21, 2020 signed by Mr. Dan Lee of LMC on the same date. 1.2 Purpose and Scope of Services The purpose of our geotechnical services was to perform subsurface explorations at the site and to provide foundation design and construction recommendations. LGCI performed the following services: • Coordinated the location of our explorations with Pesce Engineering & Associates, Inc. (PEA), the project Civil Engineer. • Provided a field engineer to walk the site with PEA to adjust the exploration locations staked by the project surveyor, and notified Dig Safe Systems Inc. (Dig Safe) and the Town of Hyannis for utility clearance. • Engaged an excavation subcontractor to excavate ten (10) test pits at the site. • Engaged a drilling subcontractor to advance one (1) deep boring at the site. • Provided an LGCI geotechnical engineer to observe the test pits and boring, describe the soil samples and prepare field logs. • Submitted two (2) soil samples for laboratory testing. • Prepared this geotechnical report containing the results of our subsurface explorations and our recommendations for foundation design and construction. LGCI did not perform environmental services for this project. LGCI did not perform an assessment to evaluate for the presence or absence of hazardous or toxic materials above or below the ground surface at or around the site. Any statement about the color, odor, or the presence of suspicious materials included in our boring log or report were made by LGCI for information only and to support our geotechnical services. No environmental recommendations and/or opinions are included in this report. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 2 Our scope does not include attending meetings, reviewing specifications and drawings, or performing field services. LGCI would be pleased to perform these services when needed. Recommendations for stormwater management, erosion control, pavement design, slope stability analyses, site specific liquefaction analysis, and detailed cost or quantity estimates are not included in our scope of work. 1.3 Site Description LGCI’s understanding of the site is based on our observations at the site, and on the following drawing: • “Concept Site Plan at 35 Scudder Avenue in Hyannis, Massachusetts (Barnstable County),” (Concept Site Plan) prepared by PEA, dated July 13, 2020, and provided to LGCI by PEA via e-mail on July 17, 2020. The site of the proposed development is located at 35 Scudder Avenue in Hyannis, Massachusetts as shown in Figure 1. The site is currently used as a Golf Course (Twin Brooks Golf Course). The site has frontage on Scudder Avenue, and is bordered by Scudder Avenue and an existing resource and conference center building on the northern side, by two brooks on the eastern and western sides, and by wet areas and private residential properties on the southern side. An existing grading plan of the site was not available at the time of this re port. However, based on our field observation, the grades at the site are slightly variable, typical with a golf course. 1.4 Project Description Our understanding of the proposed construction is based on our discussions with PEA and on the Concept Site Plan. We understand that the proposed construction will consist of thirteen a partment buildings and a club house. We understand that the size layout and locations of the proposed buildings are preliminary. The proposed construction will include driveways and parking lots. Access to the proposed development will be from a driveway connecting to Scudder Avenue on the western side of the resource and conference center. Based on information provided to us by PEA, the proposed construction is outside of the buffer zones of nearby brooks and wetlands. The proposed finished floor elevations and exterior grades have not been established at this time. We understand that the proposed buildings will be designed to require minor cuts and fill and will not have basements. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 3 1.5 Elevation Datum The ground surface elevations at our test pit and boring locations were provided to us by PEA via e-mail on August 13, 2013. We understand that the elevations are referenced to the National American Vertical Datum of 1988 (NAVD 88) and are in feet. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 4 2. SITE AND SUBSURFACE CONDITIONS 2.1 Surficial Geology LGCI reviewed a Surficial Geological Map titled: “Surficial Materials Map of the Hyannis Quadrangle, Massachusetts,” prepared by Stone, B.D., Stone, J.R., and DiGiacomo-Cohen, M.L., for U.S. Geological Survey, Open File Report 2006-1260-F, 2018. The Surficial Geological Map indicates that the natural soils in the general vicinity of the site consist of coarse deposits and swamp deposits. The coarse deposits include gravel deposits, sand and gravel deposits, and sand deposits. The gravel deposits are composed of at least 50 percent gravel-size clasts, cobbles, and boulders. The sand and gravel deposits generally range from 25 to 50 percent gravel particles and from 50 to 75 percent sand particles. The sand deposits are composed mainly of very coarse to fine sand. Coarser layers may contain up to 25 percent gravel, and finer layers may contain fine sand, silt, and clay. The swamp deposits are shown around the eastern, southern, and western sides along the streams. The swamp deposits are described as organic muck and peat and contain little sand, silt, and clay. The swamp deposits generally overly glacial deposits or bedrock and sometime glacial till. The swamp deposits are described to be at least 3 feet thick but are generally less than 10 feet thick. The Surficial Geological Map of the site is shown in Figure 2. 2.2 Previous Explorations by Others PEA provided us with the logs of eight (8) soil borings and sketch showing the profiles for nine (9) test pits performed by Briggs Engineering and Testing at the site in 2016. The previous borings and test pits generally indicated the presence of 1 to 4.5 feet of organic soil overlying natural sand. In one (1) test pit, excavated outside the limits of the site, the organic soil extended to a depth of about 6.5 feet beneath the ground surface. The logs and locations of the previous explorations are included in Appendix A. 2.3 LGCI’s Test Pits and Boring 2.3.1 General LGCI coordinated our exploration locations with PEA who arranged to have the test pit and boring locations staked in the field by the project surveyor. LGCI visited the site to adjust the staked locations to be outside of the green areas. LGCI notified Dig Safe and the Town of Hyannis for utility clearance prior to starting our explorations at the site. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 5 Unless notified otherwise, we will dispose of the soil samples obtained during our explorations after three months. 2.3.2 LGCI Explorations 2.3.2.1 Test Pits LGCI engaged Northern Drill Service, Inc. (NDS) of Northborough, Massachusetts to excavate ten (10) test pits at the site (TP-1 to TP-6, TP-8, TP-9, TP-B-2, and TP-B-3) on August 18, 2020. The test pits were excavated using a John Deere 310 SL backhoe, and extended to depths ranging between 8 and 12 feet beneath the ground surface. Test pit TP-7 was not excavated due to access issues. Test pits TP-B-2 and TP-B-3 were substituted for borings B-2 and B-3, respectively as these locations were easier to access with a backhoe. An LGCI engineer observed and logged the test pits in the field. Upon completion, the test pit excavations were backfilled with the excavated material which was placed in about 18-inch lifts and tamped with the excavator bucket. 2.3.2.2 Soil Boring LGCI engaged NDS to advance one (1) boring (B-4) at the site on August 17, 2020. The boring was advanced with a Mobile B-48 track rig using drive and wash techniques using a 4-inch casing. Boring B-4 extended to a depth of 60 feet beneath the ground surface. Upon completion, the borehole was backfilled with the soil cuttings. Our scope was to advance four (4) borings to depths of 20 feet each; however, because of heavy rain before the start of our explorations, the ground was soft, and only one (1) boring was performed. NDS performed Standard Penetration Tests (SPT) during drilling and obtained split spoon samples in the boring with an automatic hammer at typical depth intervals of 2 feet or 5 feet as noted on the boring log in general accordance with ASTM D-1586. An LGCI engineer observed and logged the boring in the field. 2.3.3 Test Pit and Boring Logs and Locations The test pit and boring locations are shown in Figure 3. Appendix B contains LGCI’s test pits logs. Appendix C contains LGCI’s boring log. Tables 1 and 2 include summaries of LGCI’s test pits and boring, respectively. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 6 2.4 Subsurface Conditions The subsurface description in this report is based on a limited number of test pits and one (1) boring and is intended to highlight the major soil strata encounte red during our test pits and boring. The subsurface conditions are known only at the actual test pit and boring locations. Variations may occur and should be expected between test pit and boring locations. The test pit and boring logs represent conditions that we observed at the time of our test pits and boring, and were edited, as appropriate, based on the results of the laboratory test data and inspection of the soil samples in the laboratory. The strata boundaries shown in our test pit and boring logs are based on our interpretations and the actual transitions may be gradual. Graphic soil symbols are for illustration only. The soil strata encountered in the test pits and boring were as follows, starting at the ground surface. Topsoil – A layer of topsoil was encountered at the ground surface in all explorations and extended to depths ranging between 0.5 and 1.7 feet beneath the ground surface. Subsoil – A layer of subsoil was encountered in boring B-4 and in test pit TP-1, and extended to depths of 3 and 4.5 feet beneath the ground surface, respectively. The samples in the subsoil were described as silty sand or poorly graded sand. The fines content ranged in the subsoil up to 30 percent. The subsoil contained between 10 and 25 percent fine to coarse gravel. The subsoil contained traces of organic soil and roots. Fill – Fill was encountered beneath the topsoil or subsoil in all explorations except in test pit TP- 1 and boring B-4, and extended to depths ranging 3.5 and 4.5 feet beneath the ground surface. The samples in the fill were mostly described as poorly graded sand or well graded sand. In one (1) test pit, the fill was described as silty sand. The fines content ranged in the fill up to15 percent and the gravel content ranged between 10 and 40 percent. The fill contained traces of organic soil and roots. The fill may be deeper at locations not explored by LGCI. Sand – A layer of sand was encountered beneath the topsoil or subsoil in all test pits and in the boring, and extended to the test pit and boring termination depths. The samples in this layer were described as poorly graded sand with up to 10 percent fines and up to 15 percent gravel. The standard penetration tests SPT N-values in this layer ranged between 9 and 27 blows per foot (bpf) with most values higher than 11 bpf, indicating mostly medium dense sand. 2.5 Groundwater Groundwater was not encountered in the test pits, and was encountered at a depth of 14 feet during drilling and 19.9 feet beneath the ground surface at the end of drilling in boring B-4 as shown in Table 2 and in the boring log. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 7 The groundwater information reported herein is based on observations made during or shortly after the completion of drilling and excavation, and may not represent the actual groundwater conditions, as additional time may be required for the groundwater levels to stabilize. The groundwater information presented in this report only represents the conditions encountered at the time and location of the explorations. Seasonal fluctuation should be anticipated. 2.6 Laboratory Test Data LGCI submitted two (2) soil samples collected from the test pits for grain-size analysis. The results of the grain-size analysis are provided in the test data sheets included in Appendix D and are summarized in the table below. Grain-Size Analysis Test Results Test Pit No. Sample No. Stratum Sample depth (ft.) Percent Gravel Percent Sand Percent Fines TP-1 TP-9 Grab Grab Subsoil Fill 0.8 – 4.5 1.4 – 4.5 14.5 28.0 60.3 60.3 25.2 11.7 Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 8 3. EVALUATION AND RECOMMENDATIONS 3.1 General Based on our understanding of the proposed residential development, our observation of the explorations, and the results of our laboratory testing, there are a few issues that we would like to highlight for consideration and discussion. 3.1.1 Surficial Topsoil and Subsoil The surficial topsoil and subsoil are not suitable to support the proposed buildings and should be entirely removed from under the proposed building footprints. The removal should extend over an area extending beyond the zone of influence of the footings and at a minimum 2 feet outside the proposed building footprint, whichever is greater. The zone of influence is defined as the zone beneath a line starting at the bottom outer edge of the footings and extending outward and downward at a slope of 1H:1V. In paved areas, we recommend entirely removing the surficial topsoil from within the proposed paved areas. We recommend removing the subsoil to the top of the natural sand, to the top of the existing fill, or to a minimum depth of 18 inches beneath the bottom of the proposed pavement, whichever occurs first. Where the subsoil extends to depths greater than 18 inches beneath the bottom of the proposed pavement, the subsoil deeper than 18 inches beneath the bottom of the proposed pavement may remain in place provided that it is improved in accordance with the recommendations in Section 4.1. The removal should extend 5 feet outside the limits of improvement areas. 3.1.2 Existing Fill The existing fill is not suitable to support the proposed buildings and should be entirely removed from within the proposed building footprints. We anticipate that the removal will extend to depths of about 4.5 feet beneath the ground surface. The removal should extend over an area extending beyond the zone of influence of the footings and at a minimum 2 feet outside the proposed building footprint, whichever is greater. The zone of influence is defined as the zone beneath a line starting at the bottom outer edge of the footings and extending outward and downward at a slope of 1H:1V. The fill may be deeper at locations not explored by LGCI, especially near the brooks. We recommend engaging LGCI to perform additional explorations at the site to further delineate the limits and thickness of the existing fill. The existing fill may remain in place within the proposed parking lots and driveways after it is improved in accordance with the recommendation in Section 4.1. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 9 3.1.3 Shallow Foundations and Slab-on-grade After the surficial topsoil, subsoil, and existing fill are entirely removed from within the proposed building footprint, the proposed building may be supported on shallow footings bearing in the natural sand. Due to the susceptibility of the natural sand to disturbance, we recommend placing footings on minimum of 6 inches of Structural Fill. The proposed slab may be designed as a slab-on-grade supported on Structural Fill placed directly on top of the natural sand. Our recommendation for footing design and slab-on-grade are presented in Section 3.2 and 3.3, respectively. 3.1.4 Reuse of Onsite Materials The subsoil is too silty and may not be used as backfill under roadways and buildings. It may be used in landscaped areas; however, the contractor is cautioned that when wet, the subsoil will become very soft and difficult to handle. The natural sand is generally poorly graded and while it may be used as Ordinary Fill (see Section 4.3), it will require to be wetted and will require significant effort to achieve the required relative compaction. Additional recommendations for fill materials and reuse, including amendment/improvement, of onsite materials are presented in Sections 4.3 and 4.4. 3.2 Foundation Recommendations 3.2.1 Footing Design • For footings supported on a minimum of 6 inches of Structural Fill placed directly over the natural sand after removing the surficial topsoil, the subsoil, and the existing fill, we recommend a net allowable bearing pressure of 4 kips per square foot (ksf). • Footing subgrades should be prepared in accordance with the recommendations in Section 4.1. • All foundations should be designed in accordance with The Commonwealth of Massachusetts State Building Code 780 CMR, ninth Edition (MSBC 9th Edition). • Exterior footings and footings in unheated areas should be placed at a minimum depth of 4 feet below the final exterior grade to provide adequate frost protection. Interior footings in heated areas may be designed and constructed at a minimum depth of 2 feet below finished floor grades. • Wall footings should be designed and constructed with continuous, longitudinal steel reinforcement for greater bending strength to span across small areas of loose or soft soils that may go undetected during construction. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 10 • A representative of LGCI should be engaged to observe that the subgrade has been prepared in accordance with our recommendations. 3.2.2 Settlement Estimate For footings designed using the net allowable bearing pressure recommended above, we anticipate that the settlement will be about 1 inch and that the differential settlement of the footings will be 3/4 inch or less, over 25 feet. Total and differential settlements of these magnitudes are usually considered tolerable for the anticipated construction. As the design progresses and the settlement estimates are refined, the tolerance of the proposed structure to the predicted total and differential settlements should be assessed by the structural engineer. 3.3 Concrete Slab Considerations • Floor slabs can be constructed as slabs-on-grade bearing on a minimum of 12 inches of Structural Fill placed directly on top of the natural sand. The subgrade of the slabs should be prepared as described in Section 4.1. • To reduce the potential for dampness in the proposed floor slabs, the project architect may consider placing a vapor barrier beneath the floor slabs. The vapor barrier should be protected from puncture during construction of the slabs. • For the design of the floor slabs bearing on the materials described above, we recommend using a modulus of subgrade reaction, ks1, of 80 tons per cubic foot (tcf). Please note that the values of ks1 are for a 1 x 1 square foot area. These values should be adjusted for larger areas using the following expression: where: ks = Coefficient of vertical subgrade reaction for loaded area, ks1 = Coefficient of vertical subgrade reaction for 1 x 1 square foot area, and B = Width of area loaded, in feet. Please note that cracking of slabs-on-grade can occur as a result of heaving or compression of the underlying soil, but also as a result of concrete curing stresses. To reduce the potential for cracking, the precautions listed below should be closely followed for construction of all slabs-on- grade: Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 11 • Construction joints should be provided between the floor slab and the walls and columns in accordance with the American Concrete Institute (ACI) requirements, or other applicable code. • Backfill in interior utility trenches should be properly compacted. • In order for the movement of exterior slabs not to be transmitted to new foundations or superstructures, exterior slabs such as approach slabs and sidewalks, should be isolated from the superstructure. 3.4 Under-slab Drains Based on the current groundwater levels observed in the explorations, we anticipate that under- slab drainage systems will not be required under the proposed buildings. 3.5 Seismic Design In accordance with Section 1613 of MSBC 9th Edition and International Building Code (2015 IBC) and based on the boring data, the seismic criteria for the site are as follows: • Site Class: D • Spectral Response Acceleration at short period (Ss): 0.152g • Spectral Response Acceleration at 1 sec. (S1): 0.055g • Site Coefficient Fa (Table 1613.5.3(1)): 1.6 • Site Coefficient Fv (Table 1613.5.3(2): 2.4 • Adjusted spectral response SMS: 0.242 g • Adjusted spectral responses SM1: 0.132 g Based on the boring information, we believe the site soils are not susceptible to liquefaction. 3.6 Lateral Pressures for Wall Design 3.6.1 Lateral Earth Pressures Lateral earth pressures recommended for design of below grade building walls, if any, or site retaining walls are provided below. Coefficient of Active Earth Pressure, KA: 0.33 Coefficient of At-Rest Earth Pressure, Ko: 0.50 Coefficient of Passive Earth Pressure, Kp: 3.0 Total Unit Weight : 125 pcf Note: The values in the table are based on a friction angle for the backfill of 30 degrees and neglecting friction between the backfill and the wall. The design active and passive coefficients are based on horizontal surfaces (non-sloping backfill) on both the active and passive sides, and a vertical wall face. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 12 • Exterior walls of below ground spaces, and retaining walls braced at the top to restrain movement/rotation, should be designed using the “at-rest” pressure coefficient. • We recommend placing free-draining material within the 3 feet immediately behind retaining walls. We recommend providing weep holes in site walls to promote drainage where possible, or a pipe should be placed at the base of the wall to collect the groundwater. Groundwater collected by the wall drains should be discharged in a lower area if gravity flow is possible. • Passive earth pressures should only be used at the toe of the wall where special measures or provisions are taken to prevent disturbance or future removal of the soil on the passive side of the wall, or in areas where the wall design includes a key. In any case, the passive pressures should be neglected in the top 2 feet. • Where a permanent vertical uniform load will be applied on the active side immediately adjacent to the wall, a horizontal surcharge load equal to half of the uniform vertical load should be applied over the height of the wall. At a minimum, a temporary construction surcharge of 100 psf should be ap plied uniformly over the height of the wall. • We recommend using an ultimate friction factor of 0.45 between the natural sand and the bottom of the wall. Below grade walls should be designed for minimum factors of safety of 1.5 for sliding and 2.0 for overturning. 3.6.2 Seismic Pressures In accordance with MSBC 9th Edition, Section 1610, a lateral earthquake force equal to 0.100*(Ss)*(Fa)**H2 should be included in the design of walls (for horizontal backfill), where Ss is the maximum considered earthquake spectral response acceleration (defined in Section 3.5), Fa is the site coefficient (defined in Section 3.5),  is the total unit weight of the soil backfill, and H is the height of the wall. The earthquake force should be distributed as an inverted triangle over the height of the wall. In accordance with MSBC 9th Edition, Section 1610.2, a load factor of 1.43 shall be applied to the earthquake force for wall strength design. Temporary surcharges should not be included when designing for earthquake loads. Surcharge loads applied for extended periods of time shall be included in the total static lateral soil pressure and their earthquake lateral force shall be computed and added to the force determined above. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 13 3.6.3 Perimeter Drains • We recommend that free-draining material be placed within 3 feet of the below grade spaces, if any. To reduce the potential for dampness in below-ground spaces, perimeter walls of the proposed below-ground spaces, if any, should be damp-proofed. • We recommend that drains be provided behind the exterior of walls of below-ground spaces, and behind site retaining walls, if any. The drains should consist of 6-inch perforated PVC pipes installed with the slots facing down. Perimeter drains should be installed at the bottom of the wall in 18 inches of crushed stone wrapped in a geotextile fabric for separation and filtration. Site retaining walls may be designed with weep holes discharging near the bottom of the face of the walls. • Groundwater collected by the wall drains could be discharged in a lower area if gravity flow is possible. Alternatively, it should be discharged into the street drains. A permit would be required for discharge into street drains. 3.7 Pavement Considerations 3.7.1 General The subsurface conditions encountered at the site are generally suitable to support the proposed driveways, parking lots, and sidewalks after preparation of the subgrade as described in Section 4.1. • We recommend entirely removing the topsoil from within the footprint of the proposed driveways and parking lots. • The subsoil should be removed in accordance with the recommendations in Sections 3.1.1 and 4.1. • The existing fill should be improved in accordance with the recommendations in Section 4.1. • Cobbles and boulders should be removed to at least 18 inches below the bottom of the pavement. 3.7.2 Sidewalks Sidewalks should be placed on a minimum of 12 inches of Structural Fill with less than 5 percent fines. To reduce the potential for heave caused by surface water penetrating under the sidewalk, the joints between the sidewalk concrete sections should be sealed with a waterproof compound. The sidewalks should be sloped away from the building or other vertical surfaces to promote flow of water. To the extent possible, roof leaders should not discharge onto sidewalk surfaces. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 14 3.7.3 Pavement Sections A typical, minimum, standard-duty pavement section that could be used for parking areas is as follows: 1.5" Asphalt "Top Course" 2.0" Asphalt "Base Course" 8" Processed Gravel for Sub-Base (MassDOT M1.03.1) A typical, minimum, heavy-duty pavement section that could be used for areas of heavy truck traffic is as follows: 2.0" Asphalt "Top Course" 2.5" Asphalt "Base Course" 12" Processed Gravel for Sub-Base (MassDOT M1.03.1) The pavement sections shown above represent minimum thicknesses representative of typical local construction practices for similar use. Periodic maintenance should be anticipated. Pavement material types and construction procedures should conform to specifications of the “Standard Specifications for Highways and Bridges,” prepared by the Commonwealth of Massachusetts Department of Public Works and dated 1988 (with the latest Supplemental Specifications). Areas to receive relatively highly concentrated, sustained loads such as dumpsters, loading areas, and storage bins are typically installed over a rigid pavement section to distribute concentrated loads and reduce the possibility of high stress concentrations on the subgrade. Typical rigid pavement sections consist of 6 inches of concrete placed over a minimum of 12 inches of subbase material. 3.8 Underground Utilities Boulders at the bottom of utility trenches should be removed to at least 12 inches below the pipe invert and the resulting excavation should be backfilled with suitable backfill. Utilities should be placed on suitable bedding material in accordance with the manufacturer’s recommendations. “Cushion” material should be placed, by hand, above the utility pipe in maximum 6-inch lifts. The lift should be compacted by hand to avoid damage to the utility. Where the bedding/cushion material consists of crushed stone, it should be wrapped in a geotextile fabric. Compaction of fill in utility trenches should be in accordance with our recommendations in Section 4.3. To reduce the potential for damage to utilities, placement and compaction of fill immediately above the utilities should be performed in accordance with the manufacturer’s recommendations. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 15 4. CONSTRUCTION CONSIDERATIONS 4.1 Subgrade Preparation • The surficial topsoil, subsoil, existing fill, and other deleterious matter should be entirely removed from within the proposed building footprint before the start of foundation work. • Tree stumps, root balls, and roots larger than ½ inch in diameter should be removed and the cavities filled with suitable material and compacted per Section 4.3 of this report. • Topsoil, root balls, and other deleterious material should be entirely removed from within the proposed paved areas. • Cobbles and boulders should be removed at least 6 inches from beneath footings, and 24 inches beneath the bottom of proposed slabs and paved areas. The resulting excavations should be backfilled with compacted Structural Fill under the building and with Ordinary Fill under the subbase of paved areas. • Due to the high susceptibility of the natural soil for disturbance under foot and vehicular traffic, we recommend placing a minimum of 6 inches of Structural Fill at the bottom of the excavation or 4 inches of lean concrete to serve as a working mat. • The base of the footing excavations in granular soil should be compacted with a dynamic vibratory compactor weighing at least 200 pounds and imparting a minimum of 4 kips of force to the subgrade before placing the required 6 inches of Structural Fill. • The subgrade of the slabs should be compacted using a vibratory roller compactor imparting a minimum of 40 kips of force to the subgrade before placing Structural Fill. • Where soft zones are revealed during the preparation of the subgrade, the soft materials or buried organic soil should be removed and replaced with Structural Fill within the building footprint and with Ordinary Fill beneath the subbase of paved areas. • To reduce the potential of increasing lateral pressures on the retaining walls, fill placed within 3 feet of the walls, if any, should be compacted using a small plate compactor imparting a maximum dynamic effort of 4 kips. The fill within 3 feet of the walls should be placed in maximum 8-inch loose lifts. • After the surficial topsoil is entirely removed and after the subsoil is removed from within the proposed paved areas in accordance with the recommendations in Section 3.1.1, the existing subsoil deeper than 18 inches beneath the bottom of the proposed pavement and/or the existing fill should be improved by compacting the exposed surface with at least six (6) passes of a vibratory roller compactor imparting a dynamic effort of at least 40 kips. Where Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 16 soft zones of soil are observed, the soft soil should be removed, and the grade should be restored using Ordinary Fill to the bottom of the proposed subbase layer. • Fill placed within the footprint of the proposed building should meet the gradation and compaction requirements of Structural Fill shown in Section 4.3. • Fill placed under the subbase of paved areas, should meet the gradation and compaction requirements of Ordinary Fill shown in Section 4.3. • Fill placed in the top 12 inches beneath sidewalks and exterior slabs should consist of Structural Fill with less than 5 percent fines. • When crushed stone is required in the drawings or it is used for the convenience of the contractor, it should be wrapped in a geotextile fabric for separation. The geotextile fabric should not be used under retaining walls as it promotes a plane of sliding. • An LGCI geotechnical representative should observe the removal of the existing fill and the subgrades of footings and slabs prior to fill and concrete placement to verify that the exposed bearing materials are suitable for the design soil bearing pressure. If soft or loose pockets are encountered in the footing excavations, the soft or loose materials should be removed, and the bottom of the footing should be placed at a lower elevation on firm soil, or the resulting excavation should be backfilled with Structural Fill or crushed stone wrapped in geotextile for separation. The LGCI representative should also observe the improvement of the existing subsoil and/or fill within the proposed paved areas. 4.2 Subgrade Protection The site soils are frost susceptible. If construction takes place during freezing weather, special measures should be taken to prevent the subgrade from freezing. Such measures should include the use of heat blankets or excavating the final six inches of soil just before pouring concrete. Footings should be backfilled as soon as possible after footing construction. Soil used as backfill should be free of frozen material, as should the ground on which it is placed. Filling operations should be halted during freezing weather. Materials with high fines contents are typically difficult to handle when wet as they are sensitive to moisture content variations. Subgrade support capacities may deteriorate when such soils become wet and/or disturbed. The contractor should keep exposed subgrades properly drained and free of ponded water. Subgrades should be protected from machine and foot traffic to reduce disturbance. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 17 4.3 Fill Materials Structural Fill and Ordinary Fill should consist of inert, hard, durable sand and gravel, free from organic matter, clay, surface coatings and deleterious materials, and should conform to the gradation requirements shown below. 4.3.1 Structural Fill The Structural Fill should have a plasticity index of less than 6 and should meet the gradation requirements shown below. Structural Fill should be compacted in maximum 9- inch loose lifts to at least 95 percent of the Modified Proctor maximum dry density (ASTM D1557), with moisture contents within ±2 percentage points of optimum moisture content. Sieve Size Percent Passing by Weight 3 inches 100 1 ½ inch 80-100 ½ inch 50-100 No. 4 30-85 No. 20 15-60 No. 60 5-35 No. 200* 0-10 * 0 – 5 Under sidewalks, unheated slabs, exterior stairs, ramps, and pads 4.3.2 Ordinary Fill Ordinary Fill should have a plasticity index of less than 6 and should meet the gradation requirements shown below. Ordinary Fill should be compacted in maximum 9-inch loose lifts to at least 95 percent of the Modified Proctor maximum dry density (ASTM D1557) under paved areas and sidewalks, and 92 percent of the Modified Proctor maximum dry density in landscaped areas, with moisture contents within ±2 percentage points of optimum moisture content. Sieve Size Percent Passing by Weight 6 inches 100 1 inch 50-100 No. 4 20-100 No. 20 10-70 No. 60 5-45 No. 200 0-20 Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 18 4.4 Reuse of Onsite Materials The subsoil is silty and cannot be used as Ordinary or Structural Fill. The subsoil can be used in landscaped areas that do not support structures, pavements, sidewalks, or ramps. Based on our field observations and the results of the grain-size analyses, we anticipate some of the natural soil may be used as Ordinary Fill. The natural soil and subsoil free of organic matter may be amended/improved by blending with crushed stone to produce Ordinary and Structural Fill. Suitable imported material and amended/improved materials should be stockpiled separately from unimproved onsite soils. Should reusable materials be encountered during excavation, they should be excavated and stockpiled separately for compliance testing. Soils with 20 percent or greater fines content are generally very sensitive to moisture content variations and are susceptible to frost. Such soils are very difficult to compact at moisture contents that are much higher or much lower than the optimum moisture content determined from the laboratory compaction test. Therefore, strict moisture control should be implemented during compaction of onsite soils with fines contents of 20 percent or greater. The contractor should be prepared to remove and replace such soils if pumping occurs. All materials to be used as fill, including blended materials, should first be tested for compliance with the applicable gradation specifications. 4.5 Groundwater Control Procedures Based on the groundwater levels encountered in our explorations, we do not anticipate that groundwater control procedures will be needed during the excavations to remove the topsoil and subsoil, and the existing fill, and in utility trenches. We anticipate that filtered sump pumps installed in a series of sump pits located at least three feet below the bottom of the proposed excavations may be sufficient to handle surface runoff that may enter the excavations during wet weather. Please note that the natural soil was fairly permeable. Accordingly, the site contractor should be prepared to use multiple sump pumps during wet weather. The contractor should be permitted to employ whatever commonly accepted means and practices are necessary to maintain the groundwater level below the bottom of the excavations, and to maintain a dry excavation during wet weather. Groundwater levels should be maintained at a minimum of 1-foot below the bottom of excavations during construction. Placement of reinforcing steel or concrete in standing water should not be permitted. To reduce the potential for sinkholes developing over sump pump pits after the sump pumps are removed, the crushed stone placed in the sump pump pits should be wrapped in a geotextile Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 19 fabric. Alternatively, the crushed stone should be entirely removed after the sump pump is no longer in use and the sump pump pit should be restored with suitable backfill. 4.6 Temporary Excavations All excavations to receive human traffic should be constructed in accordance with the OSHA guidelines. The site soils should generally be considered Type “C” and should have a maximum allowable slope of 1.5 Horizontal to 1 Vertical (1.5H:1V) for excavations less than 20 feet deep. Deeper excavations, if needed, should have shoring designed by a professional engineer. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of the excavation sides and bottom and to protect existing structures. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 20 5. RECOMMENDATIONS FOR FUTURE WORK We recommend engaging LGCI to perform the following services: • Perform additional explorations at the site once the size and locations of the proposed buildings are established. • Reviewing the geotechnical aspect of the Earth Moving specifications and the foundation drawings and provide written comments. • Reviewing the geotechnical aspects of contractor submittals and requests for information (RFIs). • Providing a field representative during construction to observe the subgrades for footings, floor slabs, and paved areas, and submit daily field reports documenting our observations and field recommendations. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 21 6. REPORT LIMITATIONS Our analysis and recommendations are based on project information provided to us at the time of this report. If changes to the type, size, and location of the proposed structures or to the site grading are made, the recommendations contained in this report shall not be considered valid unless the changes are reviewed, and the conclusions and recommendations modified in writing by LGCI. LGCI cannot accept responsibility for designs based on our recommendations unless we are engaged to review the final plans and specifications to determine whether any changes in the project affect the validity of our recommendations and whether our recommendations have been properly implemented in the design. It is not part of our scope to perform a more detailed site history; therefore, we have not explored for or researched the locations of buried utilities or other structures in the area of the proposed construction. Our scope did not include environmental services or services related to moisture, mold, or other biological contaminants in or around the site. The recommendations in this report are based in part on the data obtained from the subsurface explorations. The nature and extent of variations between explorations may not become evident until construction. If variations from anticipated conditions are encountered, it may be necessary to revise the recommendations in this report. We cannot accept responsibility for designs based on recommendations in this report unless we are engaged to 1) make site visits during construction to check that the subsurface conditions exposed during construction are in general conformance with our design assumptions and 2) ascertain that, in general, the work is being performed in compliance with the contract documents. Our report has been prepared in accordance with generally accepted engineering practices and in accordance with the terms and conditions set forth in our agreement. No other warranty, expressed or implied, is made. This report has been prepared for the exclusive use of LMC for the specific application to the proposed residential development in Hyannis, Massachusetts as conceived at this time. Geotechnical Report Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026-Rev. 2 22 7. REFERENCES In addition to the references included in the text of the report, we used the following references: The Commonwealth of Massachusetts (2015), “The Massachusetts State Building Code, Ninth Edition,” comprised of the International Building Code (IBC-2015) and 780 CMR: Massachusetts Amendments to IBC-2015. The Department of Labor, Occupational Safety and Health Administration (1989), “Occupational Safety and Health Standards - Excavations; Final Rule,” 20 CFR Part 1926, Subpart P. USGS Hyannis, MA topographic map from http://mapserver.mytopo.com. Table 1 - Summary of LGCI Test Pits Proposed Residential Development Hyannis, Massachusetts LGCI Project No. 2026 ////3/ ////3/ ////3/ ////3/ ////3/ ////3/ ////3/ ////3/ ////3/ ////3/ 1. The ground surface elevations were provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. The ground surface elevation at test pit TP-1 was adjusted by estimating the difference in elevations between the actual (as excavated) and original locations, and is therefore approximate. 2. "-" means groundwater or layer was not encountered. 3. Test pit terminated in the sand layer. 4. Test Pit TP-7 was not performed due to access issues. Test pits TP-B-2 and TP-B-3 were substituted for borings B-2 and B-3, respectively. 4.5 -- -- Bottom of Test Pit Depth / El. (ft.) 10.0 20.7 12.0 14.6 12.0 8.9 11.0 9.2 - -- TP-B-34 19.0 -- TP-9 31.3 10.0 8.1 10.0 12.6 8.0 13.1 8.0 23.3 12.0 13.2 10.0 9.0 Not performed 25.2 --1.4 23.8 3.5 26.8 -- 1.0 19.2TP-4 20.2 3.5 17.4 3.5 16.7 1.2 26.1 4.5 22.10.5 19.7 1.5 15.0 21.7 Test Pit No. Ground Surface Elevation (ft.)1 TP-1 30.7 Groundwater2 Depth / El. (ft.) -- 20.9TP-3 TP-2 26.6 -- -- TP-B-24 - TP-8 21.1 1.0 20.1 3.5 29.8 29.9 Bottom of Subsoil Depth / El. (ft.) 4.5 26.2 -- -- -- -4.5 --0.8 18.2 4.0 -- - TP-74 Bottom of Fill Depth / El. (ft.) Bottom of Topsoil Depth / El. (ft.) 0.8 17.6-- -- TP-5 18.1 --1.0 17.1 3.5 18.1 14.6 TP-6 22.6 --1.0 21.6 Table 2 - Summary of LGCI Borings Proposed Residential Development Hyannis, MA LGCI Project No. 2026 ////3/ 1. The ground surface elevation was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020, and was adjusted by estimating the difference in elevations between the actual (as drilled) and the original locations, and is therefore approximate. 2. "-" means layer was not encountered. 3. Boring terminated in the sand layer. 4. Boring B-1 was not performed due to access issues. Borings B-2 and B-3 were substituted by test pits TP-B-2, and TP-B-3, respectively. Boring No. Ground Surface Elevation (ft.)1 B-44 32.2 Groundwater2 Depth / El. (ft.) -- Bottom of Subsoil Depth / El. (ft.) 3.0 29.2 Bottom of Fill2 Depth / El. (ft.) -- Bottom of Topsoil Depth / El. (ft.) 0.7 31.5 Bottom of Boring Depth / El. (ft.) 60.0 -27.8 Contour Intervals: 10 feet Note: Figure based on USGS topographic map of Hyannis, MA obtained from www.mytopo.com/maps Client: LMC Project: Proposed Residential Development Figure 1 – Site Location Map Project Location: Hyannis, MA LGCI Project No.: 2026 Date: Sept. 2020 Approximate Limits of Site Note: Figure based on map titled: “Surficial Materials Map of the Hyannis Quadrangle, Massachusetts,” compiled by Byron D. Stone, and Mary L. DiGiacomo-Cohen, for U.S. Geological Survey, Scientific Investigations Map 3402, Quadrangle 176 - Hyannis. Client: LMC Project: Proposed Residential Development Figure 2 – Surficial Geologic Map Project Location: Hyannis, MA LGCI Project No.: 2026 Date: Sept. 2020 Approximate Limits of Site Client: LMC Project: Proposed Residential Development Figure 3 – Test Pit and Boring Location Plan Project Location: Sandwich, MA LGCI Project No.: 2026 Date: Sept. 2020 Legend Approximate location of boring advanced by Northern Drill Service, Inc. (NDS) of Northborough, MA on August 17, 2020, and observed by Lahlaf Geotechnical Consulting, Inc. (LGCI). Approximate location of test pits excavated by NDS on August 18, 2020, and observed by LGCI. Note Figure based on drawing titled: “Concept Site Plan at 35 Scudder Avenue in Hyannis, Massachusetts (Barnstable County),” prepared by Pesce Engineering & Associates, Inc. (PEA), dated July 20, 2020, and provided to LGCI by PEA via e-mail on September 1, 2020. 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T?; QPH; 9" ĀĀ!@2L2!J Ȁ5,'5'PC'01 *%5 Ȁ'($)* V*0H.09*$5CĀ%5 =)#4&2JO8#H R*6H.0 APPENDIX B - Test Pit Logs E E E E Topsoil Subsoil Sand 0 ft. - 0.8 ft.: Topsoil 0.8 ft. - 4.5 ft.: Silty SAND (SM), fine to medium sand, trace coarse, 25-30% fines, 10-15% fine to coarse subrounded gravel, light brown 4.5 ft. - 7 ft.: Poorly Graded SAND with Silt and Gravel (SP-SM), medium to coarse, 5-10% fines, ~15% fine to coarse subrounded to subangular gravel, brown, moist (natural) 7 ft. - 10 ft.: Poorly Graded SAND (SP), medium to coarse, trace fine, 0-5% fines, light brown, moist (natural) Bottom of test pit at 10.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 0.8 29.9 4.5 26.2 10.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. The ground surface elevation at test pit TP-1 was adjusted by estimating the elevation difference between the actual, as excavated, and the original location and is therefore approximate. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-1TEST PIT LOG SURFACE EL.:30.7 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Near Northeastern corner of site COORDINATES:NA TOTAL DEPTH:10 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 6' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 30.0 27.5 25.0 22.5 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 0.5 ft.: Topsoil 0.5 ft. - 4.5 ft.: Silty SAND (SM), fine, trace medium to coarse, ~15% fines, 10-15% fine to coarse subrounded to angular gravel, trace of organic soil, trace of roots, brown, moist (fill) 4.5 ft. - 12 ft.: Poorly Graded SAND (SP), medium to coarse, trace fine, 0-5% fines, 5-10% fine to coarse subrounded gravel, light brown, moist (natural) Bottom of test pit at 12.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 0.5 26.1 4.5 22.1 12.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-2TEST PIT LOG SURFACE EL.:26.6 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Eastern side of site COORDINATES:NA TOTAL DEPTH:12 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3.5' x 7' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 25.0 22.5 20.0 17.5 15.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 1.2 ft.: Topsoil 1.2 ft. - 3.5 ft.: Well Graded SAND with Silt and Gravel (SW-SM), fine to coarse, ~10% fines, 20-25% fine to coarse subrounded to angular gravel, trace of organic soil, trace of roots, brown, moist (fill) 3.5 ft. - 12 ft.: Poorly Graded SAND (SP), medium to coarse, 0-5% fines, 5-10% fine subrounded gravel, light brown, moist (natural) Bottom of test pit at 12.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 1.2 19.7 3.5 17.4 12.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-3TEST PIT LOG SURFACE EL.:20.9 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Eastern side of site COORDINATES:NA TOTAL DEPTH:12 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 8' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 20.0 17.5 15.0 12.5 10.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 1 ft.: Topsoil 1 ft. - 3.5 ft.: Poorly Graded SAND with Silt and Gravel (SP-SM), fine to medium, trace coarse, 10-15% fines, 25-30% fine to corase rounded to angular gravel, trace of organic soil, trace of roots, brown, moist (subsoil or fill) 3.5 ft. - 11 ft.: Poorly Graded SAND (SP), medium to coarse, trace fine, 0-5% fines, 0-5% fine subrounded gravel, light brown, moist (natural) Bottom of test pit at 11.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 1.0 19.2 3.5 16.7 11.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-4TEST PIT LOG SURFACE EL.:20.2 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Southern side of site COORDINATES:NA TOTAL DEPTH:11 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 9' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 20.0 17.5 15.0 12.5 10.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 1 ft.: Topsoil 1 ft. - 3.5 ft.: Well Graded SAND with Gravel (SW), fine to coarse, 5-10% fines, 35-40% fine to coarse subrounded to angular gravel, trace of organic soil trace of roots, brown, moist (fill) 3.5 ft. - 10 ft.: Poorly Graded SAND (SP), fine to coarse, 0-5% fines, light brown, moist (natural) Bottom of test pit at 10.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 1.0 17.1 3.5 14.6 10.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-5TEST PIT LOG SURFACE EL.:18.1 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Southern side of site COORDINATES:NA TOTAL DEPTH:10 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 8' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 17.5 15.0 12.5 10.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 1 ft.: Topsoil 1 ft. - 4.5 ft.: Poorly Graded SAND with Gravel (SP), fine to medium, trace coarse, 0-5% fines, 15-20% fine to coarse subrounded gravel, trace of organic soil, trace of roots, brown, moist (fill) 4.5 ft. - 10 ft.: Poorly Graded SAND (SP), medium to coarse, trace fine, 0-5% fines, 5-10% fine to coarse subrounded gravel, light brown, moist (natural) Bottom of test pit at 10.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 1.0 21.6 4.5 18.1 10.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-6TEST PIT LOG SURFACE EL.:22.6 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Western side of site COORDINATES:NA TOTAL DEPTH:10 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 9' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 20.0 17.5 15.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 1 ft.: Topsoil 1 ft. - 3.5 ft.: Poorly Graded SAND (SP), fine to coarse, 5-10% fines, 10-15% fine to coarse subrouneded to angular gravel, trace of organic soil, trace of roots, brown, moist (fill) 3.5 ft. - 8 ft.: Poorly Graded SAND (SP), medium to coarse, trace fine, 0-5% fines, 0-5% fine subrounded gravel, light brown, moist (natural) Bottom of test pit at 8.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 1.0 20.1 3.5 17.6 8.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-8TEST PIT LOG SURFACE EL.:21.1 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Near center of site COORDINATES:NA TOTAL DEPTH:8 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 8' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 El. (ft) 20.0 17.5 15.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 1.5 ft.: Topsoil 1.5 ft. - 4 ft.: Poorly Graded SAND with Silt and Gravel (SP-SM), mostly medium, 10-15% fines, 25-30% fine subrounded gravel, light brown 4 ft. - 8 ft.: Poorly Graded SAND (SP), medium to coarse, trace fine, 0-5% fines, 0-5% fine subrounded gravel, light brown, moist (natural) Bottom of test pit at 8.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 1.5 29.8 4.0 27.3 8.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-9TEST PIT LOG SURFACE EL.:31.3 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Near center of site COORDINATES:NA TOTAL DEPTH:8 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 8' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 El. (ft) 30.0 27.5 25.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 1.4 ft.: Topsoil 1.4 ft. - 3.5 ft.: Poorly Graded SAND (SP), fine to medium, trace coarse, 5-10% fines, 10-15% fine to coarse subrounded to angular gravel, trace of organic soil, trace of roots, brown, moist (fill) 3.5 ft. - 10 ft.: Poorly Graded SAND (SP), medium to coarse, trace fine, 0-5% fines, 5-10% fine to coarse subrounded gravel, light brown, moist (natural) Bottom of test pit at 10.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 1.4 23.8 3.5 21.7 10.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-B-2TEST PIT LOG SURFACE EL.:25.2 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Near center of site COORDINATES:NA TOTAL DEPTH:10 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 8' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 25.0 22.5 20.0 17.5 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 E E E Topsoil Fill Sand 0 ft. - 0.8 ft.: Topsoil 0.8 ft. - 4 ft.: Well Graded SAND with Gravel (SW), fine to coarse, 0-5% fines, ~15% fine to coarse subrounded to angular gravel, trace of organic soil, trace of roots, brown, moist (fill) 4 ft. - 10 ft.: Poorly Graded SAND (SP), medium to coarse, 0-5% fines, 0-5% fine subrounded gravel, light brown, moist Bottom of test pit at 10.0 feet. Backfilled with excavated material in 1-2' lifts and compacted with excavator bucket. 0.8 18.2 4.0 15.0 10.0 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. GENERAL COMMENTS: E = Easy, M - Moderate, D = Difficult, V = Very Difficult PAGE 1 OF 1 TP-B-3TEST PIT LOG SURFACE EL.:19 ft. (see note 1) GROUNDWATER LEVELS: DATE STARTED:8/18/20 DATE COMPLETED:8/18/20 TEST PIT LOCATION:Near Northeastern corner of site COORDINATES:NA TOTAL DEPTH:10 ft. DURING EXCAVATION:- AT END OF EXCAVATION:- TEST PIT DIMENSIONS:3' x 8' WEATHER:80s, sunny/light rain EXCAVATOR TYPE/MODEL:John Deere 310 SL EXCAVATION FOREMAN:Dave Edilberti EXCAVATION SUBCONTRACTOR:Northern Drill Service, Inc. LOGGED BY:AR CHECKED BY:Depth(ft)2.5 5.0 7.5 10.0 El. (ft) 17.5 15.0 12.5 10.0 Excavation Effort RemarkStrata Material Description DepthEl.(ft.) CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 100 Chelamsford Road, Suite 2 Billerica, MA 01862 Telephone: (978) 330-5912 Fax: (978) 330-5056 APPENDIX C – Boring Log 3-6-7-10 (13) 8-11-10-13 (21) 4-7-11-13 (18) 15-14-13-13 (27) 6-5-6-6 (11) 6-6-8-9 (14) 4-5-5-7 (10) 4-6-9-8 (15) 4-4-5-4 S1 S2 S3 S4 S5 S6 S7 S8 24/16 24/18 24/6 24/8 24/8 24/14 24/6 24/4 Topsoil Subsoil Sand 0 2 4 6 8 10 12 14 16 19 21 24 0.7 31.5 3.0 29.2 S1 - Top 8": Topsoil Bottom 8": Silty SAND with Gravel (SM), fine to medium, trace coarse, 15-20%fines, 20-25% fine to coarse subrounded to angular gravel, trace of organic soil,trace of roots, light brown, moist (subsoil) S2 - Top 12": Poorly Graded SAND with Gravel (SP), fine to medium, tracecoarse, 5-10% fines, ~15% fine to coarse subrounded to angular gravel, lightbrown, moist Bottom 6": Poorly Graded SAND with Gravel (SP), fine to coarse, 0-5% fines,~15% fine to coarse subrounded to subangular gravel, light brown, moist(natural sand) S3 - Similar to bottom of S2, medium to coarse, trace fine S4 - Poorly Graded SAND with Silt and Gravel (SP-SM), fine to coarse, ~10%fines, ~15% fine to coarse subrounded to angular gravel, light brown, moist S5 - Poorly Graded SAND (SP), medium to coarse, 0-5% fines, 5-10% finesubrounded to angular gravel, light brown, wet S6 - Similar to S5 (moist soil in tip of split spoon) S7 - Poorly Graded SAND (SP), fine to coarse, 0-5% fines, trace of finesubrounded gravel, light brown, wet S8 - Poorly Graded SAND (SP), fine to medium, 0-5% fines, trace of finesubrounded to angular gravel, light brown, wet S9 - No recovery, drove 3" split spoon to collect sample Poorly Graded SAND (SP), fine to coarse, 0-5% fines, 5-10% fine subrounded GENERAL NOTES: 1. The ground surface elevations was provided to LGCI by Pesce Engineering & Associates, Inc. via e-mail on 8/13/2020. The ground surface elevation at boring B-4 was adjusted by estimating the elevation difference between the actual, as drilled, and the original location and is therefore approximate. BORING LOCATION:Eastern side of Site COORDINATES:NA AT END OF DRILLING:19.9 ft. / El. 12.3 ft. WEATHER:70s, sunny TOTAL DEPTH:60 ft. GROUNDWATER LEVELS: DRILLING FOREMAN:John Beirholm DRILLING METHOD:Drive and wash with 4-inch casing HAMMER TYPE:Automatic HAMMER WEIGHT:140 lb.HAMMER DROP:30 in. SPLIT SPOON DIA.:1.375 in. I.D., 2 in. O.D. CORE BARREL SIZE:NA DRILLING SUBCONTRACTOR:Northern Drill Service, Inc. DRILL RIG TYPE/MODEL:Track Mounted ATV B-48SURFACE El.:32.2 ft. (see note 1) DATE COMPLETED:8/17/20DATE STARTED:8/17/20 CHECKED BY:SDLOGGED BY:AR DURING DRILLING:14.0 ft. / El. 18.2 ft. OTHER:- StrataEl. (ft.) 30.0 25.0 20.0 15.0 10.0Depth(ft.)5 10 15 20 25 RemarkBlow Counts (N Value) Sample Number Pen./Rec. (in.)SampleInterval (ft.)DepthEl.(ft.) Material Description BORING LOG B-4 PAGE 1 OF 3 CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA 1 (9) 5-6-6-7 (12) 6-5-4-4 (9) 28-70-78 5-6-6-7 (12) 6-6-5-6 (11) 6-11-11-14 (22) S9 S10 S11 S12 S13 S14 S15 24/0 24/0 24/0 18/5 24/0 24/4 24/6 Sand 24 26 29 31 34 36 39 40.5 44 46 49 51 54 56 29.2 60.0 to angular gravel, light brown, wet S10 - No recovery S11 - No recovery, drove 3" split spoon to collect sample Poorly Graded SAND (SP), medium to coarse, 0-5% fines, 5-10% finesubrounded to angular gravel, light brown, wet S12 - Poorly Graded SAND (SP), fine, 0-5% fines, gray, wet S13 - No recovery S14 - Poorly Graded SAND (SP), medium to coarse, 0-5% fines, 0-5% finesubrounded gravel, gray, wet S15 - Poorly Graded SAND (SP), fine to coarse, 0-5% fines, 5-10% finesubrounded to subangular gravel, light brown, wet REMARK 1: Advanced roller bit to 60'. Therefore, no sample could be taken StrataEl. (ft.) 5.0 0.0 -5.0 -10.0 -15.0 -20.0 -25.0Depth(ft.)30 35 40 45 50 55 60 RemarkBlow Counts (N Value) Sample Number Pen./Rec. (in.)SampleInterval (ft.)DepthEl.(ft.) Material Description BORING LOG B-4 PAGE 2 OF 3 CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA from 60-62'. Bottom of borehole at 60.0 feet. Backfilled borehole with drill cuttings. StrataEl. (ft.) -30.0 -35.0 -40.0 -45.0 -50.0 -55.0 -60.0Depth(ft.)65 70 75 80 85 90 95 RemarkBlow Counts (N Value) Sample Number Pen./Rec. (in.)SampleInterval (ft.)DepthEl.(ft.) Material Description BORING LOG B-4 PAGE 3 OF 3 CLIENT:LMC LGCI PROJECT NUMBER:2026 PROJECT NAME:Proposed Residential Development PROJECT LOCATION:Hyannis, MA APPENDIX D - Laboratory Test Results Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 LGCI Structural Fill % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 5.3 9.2 5.6 30.0 24.7 25.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200TEST RESULTS Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Date Sampled:Location: Test Pit TP-1 Depth: 0.8' - 4.5' Client: Project: Project No:Figure ASTM (D 2488) Classification: Silty SAND (SM), fine to medium sand, trace coarse, 25-30% fines, 10-15% fine to coarse subrounded gravel, light brown3" 1.5" 0.75" 0.5" #4 #8 #20 #40 #60 #200 100.0 100.0 94.7 91.5 85.5 81.1 68.4 49.9 38.3 25.2 100.0 80.0 - 100.0 50.0 - 100.0 30.0 - 85.0 15.0 - 60.0 5.0 - 35.0 0.0 - 10.0 X X X X 10.1932 4.3509 0.6124 0.4263 0.1335 Subsoil sample 8/18/2020 8/21/2020 OIL AML 8/18/2020 LMC Proposed Residential Development, Hyannis, MA 2026 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *LGCI Structural Fill Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 LGCI Structural Fill % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 5.6 22.4 8.8 35.6 15.9 11.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200TEST RESULTS Opening Percent Spec. *Pass? Size Finer (Percent) (X=Fail) Material Description Atterberg Limits (ASTM D 4318) Classification Coefficients Date Received:Date Tested: Tested By: Checked By: Date Sampled:Location: Test Pit TP-9 Depth: 1.5' - 4.5' Client: Project: Project No:Figure ASTM (D 2488) Classification: Poorly Graded SAND with Silt and Gravel (SP-SM), mostly medium, 10-15% fines, 25-30% fine subrounded gravel, light brown3" 1.5" 0.75" 0.5" #4 #8 #20 #40 #60 #200 100.0 100.0 94.4 83.4 72.0 65.1 48.3 27.6 17.6 11.7 100.0 80.0 - 100.0 50.0 - 100.0 30.0 - 85.0 15.0 - 60.0 5.0 - 35.0 0.0 - 10.0 X 16.0720 13.4906 1.5586 0.9100 0.4644 0.1951 Subsoil Fill sample 8/18/2020 8/21/2020 OIL AML 8/18/2020 LMC Proposed Residential Development, Hyannis, MA 2026 PL=LL=PI= USCS (D 2487)=AASHTO (M 145)= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= Remarks *LGCI Structural Fill APPENDIX B EXISTING DRAINAGE AREAS PLAN & HydroCAD® CALCULATIONS For the EXISTING CONDITIONS 30 1 0 152020 152025 25 15 15 15 15 1515 251015 20 3030 30303030303010 151015208911121314161718 19 21222324 555 5 55555 5555 55 5 555 55 10 15 555 55 55 5 55 5 10 101515 15 1520 2525 252020 20202025 20 5 10101010101010 101010 151515 15202 02025 2 5 2 5 252 5 2 52525 152015 15 202 0 2530 3030 25 30 30252525 25 25 25252 5 25202 0 2030303030 201015201 0 1 5 2 0 1015 2 0 1015 2020 20 25 25 15 20 20 25 20 25 30 30303025302025 252020 302 5 2525203030253030302525 20 3025 20 2530 1015 20 2025 20 30 15202015 20 152515 S C U D D E R A V E N U E STEWART' S C R E E K JOSH U A' S B R O O K JOSHUA' S B R O O K STEWART' S C R E E K A B C D A B C A B C D E F A B C A B C E D F A B CD POND B AB C D E AB D C E A B C D POND A POND D A B C D E F GDP-3 DP-2Tc PATH (TYP)POND C DP-1 EX STORMWATER MANAGEMENT AREAS EX-DA2 351,546 S.F. ± (8.07 Ac) EX-DA10 248,320 S.F. ± (5.70 Ac) EX-DA3 77,711 S.F. ± (1.78 Ac) EX-DA4 134,422 S.F. ± (3.09 Ac) EX-DA8 29,230 S.F. ± (0.67 Ac) EX-DA6 104,016 S.F. ± (2.38 Ac) EX-DA5 171,335 S.F. ± (3.93 Ac) EX-DA9 106,591 S.F. ± (2.45 Ac) EX-DA7 61,684 S.F. ± (1.42 Ac) EX-DA1 193,432 S.F. ± (3.57 Ac) LOCUS ZONE 2 MA GRID NAD83 LOCUS MAP SCALE 1" = 2000' EDWARD L. PESCE, P.E. DATE JOB NO: 5061 FIELD: BNE DATE: FEBRUARY 11, 2021 DRAWN: BJW CHECK: ELP CALC./DESIGN: ELP EXISTING DRAINAGE AREAS PLAN PREPARED FOR: QUARTERRA 99 SUMMER STREET, SUITE 701 BOSTON, MA 02110 LAND SURVEYING BY: ENGINEERING BY: BAXTER NYE ENGINEERING & SURVEYING 78 NORTH STREET, 3RD FLOOR HYANNIS, MA 02601 CCC Submittal4-1-211 Raingarden; Detail Sheets Added4-23-212 Utility Easement Sheet Added5-21-213 4 5 6 CCC Comments; CR Area Added10-22-21 11-1-21 Site Layout Modified9-23-22 CCC Comments; CR Area Mod SHEET 1 OF 1 THE PROPOSED EMBLEM AT HYANNIS RESIDENCES AT 35 SCUDDER AVENUE IN HYANNIS, MASSACHUSETTS (BARNSTABLE COUNTY) DESC.DATENo. REVISIONS: 7 Site Plan Review Submittal2-7-23 8 DPW Comments8-1-23 E1 EX DA-1 E10 EX DA-10 E2 EX-DA-2 E3 EX DA-3 E4 EX DA-4 E5 EX DA-5 E6 EX DA-6 E7 EX-DA 7 E8 EX-DA 8 E9 EX DA-9 DP-1 DP-1 DP-2 DP-2 (JOSHUA'S BROOK) DP-3 DP-3 (STEWART'S CREEK) P-A POND A P-B POND B P-C POND C P-D POND D Routing Diagram for 35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link 35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 2HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 20.946 39 >75% Grass cover, Good, HSG A (E1, E10, E2, E3, E4, E5, E6, E7, E8, E9) 2.557 98 Paved parking, HSG A (E1) 0.130 98 Water Surface, HSG A (E7, E8) 1.667 98 Wetland; Water Surface (E1, E3, E4, E6, E9) 8.280 30 Woods, Good, HSG A (E1, E10, E2, E3, E4, E5, E6, E9) 0.357 30 Woods, Good, HSG A & Sand Area (E7, E8) 33.937 44 TOTAL AREA 35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 3HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 32.270 HSG A E1, E10, E2, E3, E4, E5, E6, E7, E8, E9 0.000 HSG B 0.000 HSG C 0.000 HSG D 1.667 Other E1, E3, E4, E6, E9 33.937 TOTAL AREA 35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 4HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 20.946 0.000 0.000 0.000 0.000 20.946 >75% Grass cover, Good E1, E10, E2, E3, E4, E5, E6, E7, E8, E9 2.557 0.000 0.000 0.000 0.000 2.557 Paved parking E1 0.130 0.000 0.000 0.000 0.000 0.130 Water Surface E7, E8 0.000 0.000 0.000 0.000 1.667 1.667 Wetland; Water Surface E1, E3, E4, E6, E9 8.637 0.000 0.000 0.000 0.000 8.637 Woods, Good E1, E10, E2, E3, E4, E5, E6, E7, E8, E9 32.270 0.000 0.000 0.000 1.667 33.937 TOTAL AREA 35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 5HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 P-D 9.08 8.16 18.5 0.0497 0.013 12.0 0.0 0.0 Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 6HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=193,432 sf 61.23% Impervious Runoff Depth>1.22"Subcatchment E1: EX DA-1 Flow Length=435' Tc=9.6 min CN=75 Runoff=5.43 cfs 0.452 af Runoff Area=248,320 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment E10: EX DA-10 Flow Length=490' Tc=16.5 min CN=36 Runoff=0.00 cfs 0.000 af Runoff Area=351,546 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment E2: EX-DA-2 Flow Length=682' Tc=14.4 min CN=35 Runoff=0.00 cfs 0.000 af Runoff Area=77,711 sf 13.22% Impervious Runoff Depth>0.08"Subcatchment E3: EX DA-3 Flow Length=400' Tc=7.0 min CN=46 Runoff=0.02 cfs 0.013 af Runoff Area=134,422 sf 15.48% Impervious Runoff Depth>0.08"Subcatchment E4: EX DA-4 Flow Length=341' Tc=7.8 min CN=46 Runoff=0.04 cfs 0.022 af Runoff Area=171,335 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment E5: EX DA-5 Flow Length=433' Tc=11.9 min CN=36 Runoff=0.00 cfs 0.000 af Runoff Area=104,016 sf 24.53% Impervious Runoff Depth>0.25"Subcatchment E6: EX DA-6 Flow Length=283' Tc=25.5 min CN=53 Runoff=0.18 cfs 0.049 af Runoff Area=61,684 sf 1.97% Impervious Runoff Depth>0.00"Subcatchment E7: EX-DA 7 Flow Length=300' Tc=5.9 min CN=38 Runoff=0.00 cfs 0.000 af Runoff Area=29,230 sf 15.19% Impervious Runoff Depth>0.10"Subcatchment E8: EX-DA 8 Flow Length=200' Tc=8.5 min CN=47 Runoff=0.01 cfs 0.006 af Runoff Area=106,591 sf 8.42% Impervious Runoff Depth>0.05"Subcatchment E9: EX DA-9 Flow Length=675' Tc=15.0 min CN=44 Runoff=0.02 cfs 0.011 af Inflow=5.43 cfs 0.452 afReach DP-1: DP-1 Outflow=5.43 cfs 0.452 af Inflow=0.00 cfs 0.000 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=0.00 cfs 0.000 af Peak Elev=24.55' Storage=2,131 cf Inflow=0.18 cfs 0.049 afPond P-A: POND A Outflow=0.00 cfs 0.000 af Peak Elev=2.75' Storage=547 cf Inflow=0.02 cfs 0.013 afPond P-B: POND B Outflow=0.00 cfs 0.000 af Peak Elev=3.65' Storage=946 cf Inflow=0.04 cfs 0.022 afPond P-C: POND C Outflow=0.00 cfs 0.000 af Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 7HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Peak Elev=8.06' Storage=459 cf Inflow=0.02 cfs 0.011 afPond P-D: POND D Outflow=0.00 cfs 0.000 af Total Runoff Area = 33.937 ac Runoff Volume = 0.552 af Average Runoff Depth = 0.20" 87.17% Pervious = 29.583 ac 12.83% Impervious = 4.354 ac Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 8HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX DA-1 Runoff = 5.43 cfs @ 12.14 hrs, Volume= 0.452 af, Depth> 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 67,671 39 >75% Grass cover, Good, HSG A 7,329 30 Woods, Good, HSG A * 7,041 98 Wetland; Water Surface 111,391 98 Paved parking, HSG A 193,432 75 Weighted Average 75,000 38.77% Pervious Area 118,432 61.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0270 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 2.4 90 0.0077 0.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.9 192 0.0550 1.64 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.4 83 0.0260 3.27 Shallow Concentrated Flow, D-E Paved Kv= 20.3 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 9.6 435 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 9HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E1: EX DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=193,432 sf Runoff Volume=0.452 af Runoff Depth>1.22" Flow Length=435' Tc=9.6 min CN=75 5.43 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 10HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E10: EX DA-10 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 166,992 39 >75% Grass cover, Good, HSG A 81,328 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 248,320 36 Weighted Average 248,320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 3.1 70 0.0057 0.38 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.5 150 0.0580 1.69 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 1.6 70 0.0110 0.73 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.1 125 0.0680 1.83 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 0.1 25 0.3000 3.83 Shallow Concentrated Flow, F-G Short Grass Pasture Kv= 7.0 fps 16.5 490 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 11HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E10: EX DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=248,320 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=490' Tc=16.5 min CN=36 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 12HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EX-DA-2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 195,277 39 >75% Grass cover, Good, HSG A 156,269 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 351,546 35 Weighted Average 351,546 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 10.1 520 0.0150 0.86 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 40 0.0825 1.44 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.5 40 0.0425 1.44 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 0.2 32 0.3900 3.12 Shallow Concentrated Flow, E-F Woodland Kv= 5.0 fps 14.4 682 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 13HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E2: EX-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=351,546 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=682' Tc=14.4 min CN=35 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 14HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EX DA-3 Runoff = 0.02 cfs @ 14.71 hrs, Volume= 0.013 af, Depth> 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 60,103 39 >75% Grass cover, Good, HSG A 7,335 30 Woods, Good, HSG A * 10,273 98 Wetland; Water Surface 0 98 Paved parking, HSG A 77,711 46 Weighted Average 67,438 86.78% Pervious Area 10,273 13.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 3.7 320 0.0430 1.45 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.2 30 0.1000 2.21 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 7.0 400 Total Subcatchment E3: EX DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=77,711 sf Runoff Volume=0.013 af Runoff Depth>0.08" Flow Length=400' Tc=7.0 min CN=46 0.02 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 15HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E4: EX DA-4 Runoff = 0.04 cfs @ 14.69 hrs, Volume= 0.022 af, Depth> 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 77,263 39 >75% Grass cover, Good, HSG A 36,347 30 Woods, Good, HSG A * 20,812 98 Wetland; Water Surface 0 98 Paved parking, HSG A 134,422 46 Weighted Average 113,610 84.52% Pervious Area 20,812 15.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 35 0.1300 0.30 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 5.2 200 0.0165 0.64 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 63 0.1550 2.76 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.3 43 0.1160 2.38 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 7.8 341 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 16HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E4: EX DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=134,422 sf Runoff Volume=0.022 af Runoff Depth>0.08" Flow Length=341' Tc=7.8 min CN=46 0.04 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 17HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E5: EX DA-5 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 109,518 39 >75% Grass cover, Good, HSG A 61,817 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 171,335 36 Weighted Average 171,335 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 1.0 105 0.0620 1.74 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.2 75 0.0460 1.07 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 6.8 203 0.0050 0.49 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 11.9 433 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 18HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E5: EX DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=171,335 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=433' Tc=11.9 min CN=36 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 19HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E6: EX DA-6 Runoff = 0.18 cfs @ 12.64 hrs, Volume= 0.049 af, Depth> 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 71,752 39 >75% Grass cover, Good, HSG A 6,746 30 Woods, Good, HSG A * 25,518 98 Wetland; Water Surface 0 98 Paved parking, HSG A 104,016 53 Weighted Average 78,498 75.47% Pervious Area 25,518 24.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 22.6 233 0.0006 0.17 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 25.5 283 Total Subcatchment E6: EX DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=104,016 sf Runoff Volume=0.049 af Runoff Depth>0.25" Flow Length=283' Tc=25.5 min CN=53 0.18 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 20HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E7: EX-DA 7 [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 47,876 39 >75% Grass cover, Good, HSG A * 12,590 30 Woods, Good, HSG A & Sand Area 1,218 98 Water Surface, HSG A 61,684 38 Weighted Average 60,466 98.03% Pervious Area 1,218 1.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0280 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 0.5 100 0.0460 3.45 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 150 0.0750 4.41 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 5.9 300 Total Subcatchment E7: EX-DA 7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=61,684 sf Runoff Volume=0.000 af Runoff Depth>0.00" Flow Length=300' Tc=5.9 min CN=38 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 21HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E8: EX-DA 8 Runoff = 0.01 cfs @ 13.80 hrs, Volume= 0.006 af, Depth> 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 21,837 39 >75% Grass cover, Good, HSG A * 2,953 30 Woods, Good, HSG A & Sand Area 4,440 98 Water Surface, HSG A 29,230 47 Weighted Average 24,790 84.81% Pervious Area 4,440 15.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 50 0.0800 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 1.6 150 0.0530 1.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 8.5 200 Total Subcatchment E8: EX-DA 8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.011 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=29,230 sf Runoff Volume=0.006 af Runoff Depth>0.10" Flow Length=200' Tc=8.5 min CN=47 0.01 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 22HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E9: EX DA-9 Runoff = 0.02 cfs @ 15.35 hrs, Volume= 0.011 af, Depth> 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 94,116 39 >75% Grass cover, Good, HSG A 3,500 30 Woods, Good, HSG A * 8,975 98 Wetland; Water Surface 0 98 Paved parking, HSG A 106,591 44 Weighted Average 97,616 91.58% Pervious Area 8,975 8.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0260 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 8.8 495 0.0180 0.94 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.3 130 0.0540 1.63 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 15.0 675 Total Subcatchment E9: EX DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=106,591 sf Runoff Volume=0.011 af Runoff Depth>0.05" Flow Length=675' Tc=15.0 min CN=44 0.02 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 23HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.441 ac, 61.23% Impervious, Inflow Depth > 1.22" for 2 YR event Inflow = 5.43 cfs @ 12.14 hrs, Volume= 0.452 af Outflow = 5.43 cfs @ 12.14 hrs, Volume= 0.452 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.441 ac5.43 cfs5.43 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 24HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 9.854 ac, 2.39% Impervious, Inflow Depth = 0.00" for 2 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=9.854 ac 0.00 cfs0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 25HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.621 ac, 9.32% Impervious, Inflow Depth = 0.00" for 2 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=13.621 ac 0.00 cfs0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 26HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-A: POND A Inflow Area = 2.388 ac, 24.53% Impervious, Inflow Depth > 0.25" for 2 YR event Inflow = 0.18 cfs @ 12.64 hrs, Volume= 0.049 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 24.55' @ 24.00 hrs Surf.Area= 20,828 sf Storage= 2,131 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 24.45' 37,030 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.45 20,405 0 0 25.70 25,518 28,702 28,702 26.00 30,000 8,328 37,030 Device Routing Invert Outlet Devices #1 Primary 25.10'45.0 deg x 30.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.45' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 27HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-A: POND A InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=2.388 ac Peak Elev=24.55' Storage=2,131 cf 0.18 cfs 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 28HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.784 ac, 13.22% Impervious, Inflow Depth > 0.08" for 2 YR event Inflow = 0.02 cfs @ 14.71 hrs, Volume= 0.013 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 2.75' @ 24.00 hrs Surf.Area= 10,415 sf Storage= 547 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2.70' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 29HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=1.784 ac Peak Elev=2.75' Storage=547 cf 0.02 cfs 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 30HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 3.086 ac, 15.48% Impervious, Inflow Depth > 0.08" for 2 YR event Inflow = 0.04 cfs @ 14.69 hrs, Volume= 0.022 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.65' @ 24.00 hrs Surf.Area= 21,115 sf Storage= 946 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.60' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 31HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=3.086 ac Peak Elev=3.65' Storage=946 cf 0.04 cfs 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 32HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.447 ac, 8.42% Impervious, Inflow Depth > 0.05" for 2 YR event Inflow = 0.02 cfs @ 15.35 hrs, Volume= 0.011 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.06' @ 24.00 hrs Surf.Area= 7,669 sf Storage= 459 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=8.00' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 33HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=2.447 ac Peak Elev=8.06' Storage=459 cf 0.02 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 34HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=193,432 sf 61.23% Impervious Runoff Depth>2.40"Subcatchment E1: EX DA-1 Flow Length=435' Tc=9.6 min CN=75 Runoff=11.01 cfs 0.887 af Runoff Area=248,320 sf 0.00% Impervious Runoff Depth>0.10"Subcatchment E10: EX DA-10 Flow Length=490' Tc=16.5 min CN=36 Runoff=0.08 cfs 0.047 af Runoff Area=351,546 sf 0.00% Impervious Runoff Depth>0.07"Subcatchment E2: EX-DA-2 Flow Length=682' Tc=14.4 min CN=35 Runoff=0.08 cfs 0.050 af Runoff Area=77,711 sf 13.22% Impervious Runoff Depth>0.47"Subcatchment E3: EX DA-3 Flow Length=400' Tc=7.0 min CN=46 Runoff=0.39 cfs 0.069 af Runoff Area=134,422 sf 15.48% Impervious Runoff Depth>0.47"Subcatchment E4: EX DA-4 Flow Length=341' Tc=7.8 min CN=46 Runoff=0.67 cfs 0.120 af Runoff Area=171,335 sf 0.00% Impervious Runoff Depth>0.10"Subcatchment E5: EX DA-5 Flow Length=433' Tc=11.9 min CN=36 Runoff=0.05 cfs 0.032 af Runoff Area=104,016 sf 24.53% Impervious Runoff Depth>0.83"Subcatchment E6: EX DA-6 Flow Length=283' Tc=25.5 min CN=53 Runoff=1.06 cfs 0.164 af Runoff Area=61,684 sf 1.97% Impervious Runoff Depth>0.16"Subcatchment E7: EX-DA 7 Flow Length=300' Tc=5.9 min CN=38 Runoff=0.03 cfs 0.018 af Runoff Area=29,230 sf 15.19% Impervious Runoff Depth>0.51"Subcatchment E8: EX-DA 8 Flow Length=200' Tc=8.5 min CN=47 Runoff=0.17 cfs 0.029 af Runoff Area=106,591 sf 8.42% Impervious Runoff Depth>0.38"Subcatchment E9: EX DA-9 Flow Length=675' Tc=15.0 min CN=44 Runoff=0.34 cfs 0.077 af Inflow=11.01 cfs 0.887 afReach DP-1: DP-1 Outflow=11.01 cfs 0.887 af Inflow=0.08 cfs 0.050 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=0.08 cfs 0.050 af Inflow=0.08 cfs 0.047 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=0.08 cfs 0.047 af Peak Elev=24.79' Storage=7,154 cf Inflow=1.06 cfs 0.164 afPond P-A: POND A Outflow=0.00 cfs 0.000 af Peak Elev=2.98' Storage=3,027 cf Inflow=0.39 cfs 0.069 afPond P-B: POND B Outflow=0.00 cfs 0.000 af Peak Elev=3.84' Storage=5,233 cf Inflow=0.67 cfs 0.120 afPond P-C: POND C Outflow=0.00 cfs 0.000 af Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 35HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Peak Elev=8.42' Storage=3,342 cf Inflow=0.34 cfs 0.077 afPond P-D: POND D Outflow=0.00 cfs 0.000 af Total Runoff Area = 33.937 ac Runoff Volume = 1.494 af Average Runoff Depth = 0.53" 87.17% Pervious = 29.583 ac 12.83% Impervious = 4.354 ac Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 36HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX DA-1 Runoff = 11.01 cfs @ 12.14 hrs, Volume= 0.887 af, Depth> 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 67,671 39 >75% Grass cover, Good, HSG A 7,329 30 Woods, Good, HSG A * 7,041 98 Wetland; Water Surface 111,391 98 Paved parking, HSG A 193,432 75 Weighted Average 75,000 38.77% Pervious Area 118,432 61.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0270 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 2.4 90 0.0077 0.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.9 192 0.0550 1.64 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.4 83 0.0260 3.27 Shallow Concentrated Flow, D-E Paved Kv= 20.3 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 9.6 435 Total Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 37HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E1: EX DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=193,432 sf Runoff Volume=0.887 af Runoff Depth>2.40" Flow Length=435' Tc=9.6 min CN=75 11.01 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 38HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E10: EX DA-10 Runoff = 0.08 cfs @ 15.09 hrs, Volume= 0.047 af, Depth> 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 166,992 39 >75% Grass cover, Good, HSG A 81,328 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 248,320 36 Weighted Average 248,320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 3.1 70 0.0057 0.38 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.5 150 0.0580 1.69 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 1.6 70 0.0110 0.73 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.1 125 0.0680 1.83 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 0.1 25 0.3000 3.83 Shallow Concentrated Flow, F-G Short Grass Pasture Kv= 7.0 fps 16.5 490 Total Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 39HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E10: EX DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=248,320 sf Runoff Volume=0.047 af Runoff Depth>0.10" Flow Length=490' Tc=16.5 min CN=36 0.08 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 40HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EX-DA-2 Runoff = 0.08 cfs @ 15.38 hrs, Volume= 0.050 af, Depth> 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 195,277 39 >75% Grass cover, Good, HSG A 156,269 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 351,546 35 Weighted Average 351,546 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 10.1 520 0.0150 0.86 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 40 0.0825 1.44 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.5 40 0.0425 1.44 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 0.2 32 0.3900 3.12 Shallow Concentrated Flow, E-F Woodland Kv= 5.0 fps 14.4 682 Total Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 41HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E2: EX-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=351,546 sf Runoff Volume=0.050 af Runoff Depth>0.07" Flow Length=682' Tc=14.4 min CN=35 0.08 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 42HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EX DA-3 Runoff = 0.39 cfs @ 12.30 hrs, Volume= 0.069 af, Depth> 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 60,103 39 >75% Grass cover, Good, HSG A 7,335 30 Woods, Good, HSG A * 10,273 98 Wetland; Water Surface 0 98 Paved parking, HSG A 77,711 46 Weighted Average 67,438 86.78% Pervious Area 10,273 13.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 3.7 320 0.0430 1.45 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.2 30 0.1000 2.21 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 7.0 400 Total Subcatchment E3: EX DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=77,711 sf Runoff Volume=0.069 af Runoff Depth>0.47" Flow Length=400' Tc=7.0 min CN=46 0.39 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 43HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E4: EX DA-4 Runoff = 0.67 cfs @ 12.31 hrs, Volume= 0.120 af, Depth> 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 77,263 39 >75% Grass cover, Good, HSG A 36,347 30 Woods, Good, HSG A * 20,812 98 Wetland; Water Surface 0 98 Paved parking, HSG A 134,422 46 Weighted Average 113,610 84.52% Pervious Area 20,812 15.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 35 0.1300 0.30 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 5.2 200 0.0165 0.64 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 63 0.1550 2.76 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.3 43 0.1160 2.38 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 7.8 341 Total Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 44HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E4: EX DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=134,422 sf Runoff Volume=0.120 af Runoff Depth>0.47" Flow Length=341' Tc=7.8 min CN=46 0.67 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 45HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E5: EX DA-5 Runoff = 0.05 cfs @ 15.01 hrs, Volume= 0.032 af, Depth> 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 109,518 39 >75% Grass cover, Good, HSG A 61,817 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 171,335 36 Weighted Average 171,335 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 1.0 105 0.0620 1.74 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.2 75 0.0460 1.07 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 6.8 203 0.0050 0.49 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 11.9 433 Total Subcatchment E5: EX DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=171,335 sf Runoff Volume=0.032 af Runoff Depth>0.10" Flow Length=433' Tc=11.9 min CN=36 0.05 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 46HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E6: EX DA-6 Runoff = 1.06 cfs @ 12.45 hrs, Volume= 0.164 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 71,752 39 >75% Grass cover, Good, HSG A 6,746 30 Woods, Good, HSG A * 25,518 98 Wetland; Water Surface 0 98 Paved parking, HSG A 104,016 53 Weighted Average 78,498 75.47% Pervious Area 25,518 24.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 22.6 233 0.0006 0.17 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 25.5 283 Total Subcatchment E6: EX DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=104,016 sf Runoff Volume=0.164 af Runoff Depth>0.83" Flow Length=283' Tc=25.5 min CN=53 1.06 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 47HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E7: EX-DA 7 Runoff = 0.03 cfs @ 13.72 hrs, Volume= 0.018 af, Depth> 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 47,876 39 >75% Grass cover, Good, HSG A * 12,590 30 Woods, Good, HSG A & Sand Area 1,218 98 Water Surface, HSG A 61,684 38 Weighted Average 60,466 98.03% Pervious Area 1,218 1.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0280 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 0.5 100 0.0460 3.45 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 150 0.0750 4.41 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 5.9 300 Total Subcatchment E7: EX-DA 7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=61,684 sf Runoff Volume=0.018 af Runoff Depth>0.16" Flow Length=300' Tc=5.9 min CN=38 0.03 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 48HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E8: EX-DA 8 Runoff = 0.17 cfs @ 12.29 hrs, Volume= 0.029 af, Depth> 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 21,837 39 >75% Grass cover, Good, HSG A * 2,953 30 Woods, Good, HSG A & Sand Area 4,440 98 Water Surface, HSG A 29,230 47 Weighted Average 24,790 84.81% Pervious Area 4,440 15.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 50 0.0800 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 1.6 150 0.0530 1.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 8.5 200 Total Subcatchment E8: EX-DA 8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=29,230 sf Runoff Volume=0.029 af Runoff Depth>0.51" Flow Length=200' Tc=8.5 min CN=47 0.17 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 49HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E9: EX DA-9 Runoff = 0.34 cfs @ 12.48 hrs, Volume= 0.077 af, Depth> 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 94,116 39 >75% Grass cover, Good, HSG A 3,500 30 Woods, Good, HSG A * 8,975 98 Wetland; Water Surface 0 98 Paved parking, HSG A 106,591 44 Weighted Average 97,616 91.58% Pervious Area 8,975 8.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0260 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 8.8 495 0.0180 0.94 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.3 130 0.0540 1.63 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 15.0 675 Total Subcatchment E9: EX DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=106,591 sf Runoff Volume=0.077 af Runoff Depth>0.38" Flow Length=675' Tc=15.0 min CN=44 0.34 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 50HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.441 ac, 61.23% Impervious, Inflow Depth > 2.40" for 10 YR event Inflow = 11.01 cfs @ 12.14 hrs, Volume= 0.887 af Outflow = 11.01 cfs @ 12.14 hrs, Volume= 0.887 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.441 ac11.01 cfs11.01 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 51HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 9.854 ac, 2.39% Impervious, Inflow Depth > 0.06" for 10 YR event Inflow = 0.08 cfs @ 15.38 hrs, Volume= 0.050 af Outflow = 0.08 cfs @ 15.38 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=9.854 ac 0.08 cfs0.08 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 52HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.621 ac, 9.32% Impervious, Inflow Depth > 0.04" for 10 YR event Inflow = 0.08 cfs @ 15.09 hrs, Volume= 0.047 af Outflow = 0.08 cfs @ 15.09 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=13.621 ac 0.08 cfs0.08 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 53HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-A: POND A Inflow Area = 2.388 ac, 24.53% Impervious, Inflow Depth > 0.83" for 10 YR event Inflow = 1.06 cfs @ 12.45 hrs, Volume= 0.164 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 24.79' @ 24.00 hrs Surf.Area= 21,792 sf Storage= 7,154 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 24.45' 37,030 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.45 20,405 0 0 25.70 25,518 28,702 28,702 26.00 30,000 8,328 37,030 Device Routing Invert Outlet Devices #1 Primary 25.10'45.0 deg x 30.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.45' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 54HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-A: POND A InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=2.388 ac Peak Elev=24.79' Storage=7,154 cf 1.06 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 55HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.784 ac, 13.22% Impervious, Inflow Depth > 0.47" for 10 YR event Inflow = 0.39 cfs @ 12.30 hrs, Volume= 0.069 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 2.98' @ 24.00 hrs Surf.Area= 11,037 sf Storage= 3,027 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2.70' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 56HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.784 ac Peak Elev=2.98' Storage=3,027 cf 0.39 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 57HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 3.086 ac, 15.48% Impervious, Inflow Depth > 0.47" for 10 YR event Inflow = 0.67 cfs @ 12.31 hrs, Volume= 0.120 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.84' @ 24.00 hrs Surf.Area= 22,436 sf Storage= 5,233 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.60' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 58HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=3.086 ac Peak Elev=3.84' Storage=5,233 cf 0.67 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 59HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.447 ac, 8.42% Impervious, Inflow Depth > 0.38" for 10 YR event Inflow = 0.34 cfs @ 12.48 hrs, Volume= 0.077 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.42' @ 24.00 hrs Surf.Area= 8,175 sf Storage= 3,342 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=8.00' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 60HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.447 ac Peak Elev=8.42' Storage=3,342 cf 0.34 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 61HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=193,432 sf 61.23% Impervious Runoff Depth>3.20"Subcatchment E1: EX DA-1 Flow Length=435' Tc=9.6 min CN=75 Runoff=14.77 cfs 1.184 af Runoff Area=248,320 sf 0.00% Impervious Runoff Depth>0.27"Subcatchment E10: EX DA-10 Flow Length=490' Tc=16.5 min CN=36 Runoff=0.32 cfs 0.129 af Runoff Area=351,546 sf 0.00% Impervious Runoff Depth>0.23"Subcatchment E2: EX-DA-2 Flow Length=682' Tc=14.4 min CN=35 Runoff=0.29 cfs 0.155 af Runoff Area=77,711 sf 13.22% Impervious Runoff Depth>0.83"Subcatchment E3: EX DA-3 Flow Length=400' Tc=7.0 min CN=46 Runoff=1.05 cfs 0.123 af Runoff Area=134,422 sf 15.48% Impervious Runoff Depth>0.83"Subcatchment E4: EX DA-4 Flow Length=341' Tc=7.8 min CN=46 Runoff=1.76 cfs 0.213 af Runoff Area=171,335 sf 0.00% Impervious Runoff Depth>0.27"Subcatchment E5: EX DA-5 Flow Length=433' Tc=11.9 min CN=36 Runoff=0.24 cfs 0.090 af Runoff Area=104,016 sf 24.53% Impervious Runoff Depth>1.30"Subcatchment E6: EX DA-6 Flow Length=283' Tc=25.5 min CN=53 Runoff=1.90 cfs 0.260 af Runoff Area=61,684 sf 1.97% Impervious Runoff Depth>0.37"Subcatchment E7: EX-DA 7 Flow Length=300' Tc=5.9 min CN=38 Runoff=0.18 cfs 0.043 af Runoff Area=29,230 sf 15.19% Impervious Runoff Depth>0.89"Subcatchment E8: EX-DA 8 Flow Length=200' Tc=8.5 min CN=47 Runoff=0.43 cfs 0.050 af Runoff Area=106,591 sf 8.42% Impervious Runoff Depth>0.70"Subcatchment E9: EX DA-9 Flow Length=675' Tc=15.0 min CN=44 Runoff=0.86 cfs 0.143 af Inflow=14.77 cfs 1.184 afReach DP-1: DP-1 Outflow=14.77 cfs 1.184 af Inflow=0.29 cfs 0.155 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=0.29 cfs 0.155 af Inflow=0.32 cfs 0.129 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=0.32 cfs 0.129 af Peak Elev=24.98' Storage=11,310 cf Inflow=1.90 cfs 0.260 afPond P-A: POND A Outflow=0.00 cfs 0.000 af Peak Elev=3.19' Storage=5,356 cf Inflow=1.05 cfs 0.123 afPond P-B: POND B Outflow=0.00 cfs 0.000 af Peak Elev=4.02' Storage=9,261 cf Inflow=1.76 cfs 0.213 afPond P-C: POND C Outflow=0.00 cfs 0.000 af Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 62HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Peak Elev=8.76' Storage=6,209 cf Inflow=0.86 cfs 0.143 afPond P-D: POND D Outflow=0.00 cfs 0.000 af Total Runoff Area = 33.937 ac Runoff Volume = 2.389 af Average Runoff Depth = 0.84" 87.17% Pervious = 29.583 ac 12.83% Impervious = 4.354 ac Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 63HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX DA-1 Runoff = 14.77 cfs @ 12.13 hrs, Volume= 1.184 af, Depth> 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 67,671 39 >75% Grass cover, Good, HSG A 7,329 30 Woods, Good, HSG A * 7,041 98 Wetland; Water Surface 111,391 98 Paved parking, HSG A 193,432 75 Weighted Average 75,000 38.77% Pervious Area 118,432 61.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0270 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 2.4 90 0.0077 0.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.9 192 0.0550 1.64 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.4 83 0.0260 3.27 Shallow Concentrated Flow, D-E Paved Kv= 20.3 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 9.6 435 Total Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 64HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E1: EX DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=193,432 sf Runoff Volume=1.184 af Runoff Depth>3.20" Flow Length=435' Tc=9.6 min CN=75 14.77 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 65HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E10: EX DA-10 Runoff = 0.32 cfs @ 12.60 hrs, Volume= 0.129 af, Depth> 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 166,992 39 >75% Grass cover, Good, HSG A 81,328 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 248,320 36 Weighted Average 248,320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 3.1 70 0.0057 0.38 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.5 150 0.0580 1.69 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 1.6 70 0.0110 0.73 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.1 125 0.0680 1.83 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 0.1 25 0.3000 3.83 Shallow Concentrated Flow, F-G Short Grass Pasture Kv= 7.0 fps 16.5 490 Total Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 66HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E10: EX DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=248,320 sf Runoff Volume=0.129 af Runoff Depth>0.27" Flow Length=490' Tc=16.5 min CN=36 0.32 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 67HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EX-DA-2 Runoff = 0.29 cfs @ 12.62 hrs, Volume= 0.155 af, Depth> 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 195,277 39 >75% Grass cover, Good, HSG A 156,269 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 351,546 35 Weighted Average 351,546 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 10.1 520 0.0150 0.86 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 40 0.0825 1.44 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.5 40 0.0425 1.44 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 0.2 32 0.3900 3.12 Shallow Concentrated Flow, E-F Woodland Kv= 5.0 fps 14.4 682 Total Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 68HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E2: EX-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=351,546 sf Runoff Volume=0.155 af Runoff Depth>0.23" Flow Length=682' Tc=14.4 min CN=35 0.29 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 69HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EX DA-3 Runoff = 1.05 cfs @ 12.14 hrs, Volume= 0.123 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 60,103 39 >75% Grass cover, Good, HSG A 7,335 30 Woods, Good, HSG A * 10,273 98 Wetland; Water Surface 0 98 Paved parking, HSG A 77,711 46 Weighted Average 67,438 86.78% Pervious Area 10,273 13.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 3.7 320 0.0430 1.45 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.2 30 0.1000 2.21 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 7.0 400 Total Subcatchment E3: EX DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=77,711 sf Runoff Volume=0.123 af Runoff Depth>0.83" Flow Length=400' Tc=7.0 min CN=46 1.05 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 70HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E4: EX DA-4 Runoff = 1.76 cfs @ 12.15 hrs, Volume= 0.213 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 77,263 39 >75% Grass cover, Good, HSG A 36,347 30 Woods, Good, HSG A * 20,812 98 Wetland; Water Surface 0 98 Paved parking, HSG A 134,422 46 Weighted Average 113,610 84.52% Pervious Area 20,812 15.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 35 0.1300 0.30 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 5.2 200 0.0165 0.64 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 63 0.1550 2.76 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.3 43 0.1160 2.38 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 7.8 341 Total Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 71HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E4: EX DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=134,422 sf Runoff Volume=0.213 af Runoff Depth>0.83" Flow Length=341' Tc=7.8 min CN=46 1.76 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 72HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E5: EX DA-5 Runoff = 0.24 cfs @ 12.53 hrs, Volume= 0.090 af, Depth> 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 109,518 39 >75% Grass cover, Good, HSG A 61,817 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 171,335 36 Weighted Average 171,335 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 1.0 105 0.0620 1.74 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.2 75 0.0460 1.07 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 6.8 203 0.0050 0.49 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 11.9 433 Total Subcatchment E5: EX DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=171,335 sf Runoff Volume=0.090 af Runoff Depth>0.27" Flow Length=433' Tc=11.9 min CN=36 0.24 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 73HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E6: EX DA-6 Runoff = 1.90 cfs @ 12.42 hrs, Volume= 0.260 af, Depth> 1.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 71,752 39 >75% Grass cover, Good, HSG A 6,746 30 Woods, Good, HSG A * 25,518 98 Wetland; Water Surface 0 98 Paved parking, HSG A 104,016 53 Weighted Average 78,498 75.47% Pervious Area 25,518 24.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 22.6 233 0.0006 0.17 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 25.5 283 Total Subcatchment E6: EX DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=104,016 sf Runoff Volume=0.260 af Runoff Depth>1.30" Flow Length=283' Tc=25.5 min CN=53 1.90 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 74HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E7: EX-DA 7 Runoff = 0.18 cfs @ 12.38 hrs, Volume= 0.043 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 47,876 39 >75% Grass cover, Good, HSG A * 12,590 30 Woods, Good, HSG A & Sand Area 1,218 98 Water Surface, HSG A 61,684 38 Weighted Average 60,466 98.03% Pervious Area 1,218 1.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0280 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 0.5 100 0.0460 3.45 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 150 0.0750 4.41 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 5.9 300 Total Subcatchment E7: EX-DA 7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=61,684 sf Runoff Volume=0.043 af Runoff Depth>0.37" Flow Length=300' Tc=5.9 min CN=38 0.18 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 75HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E8: EX-DA 8 Runoff = 0.43 cfs @ 12.16 hrs, Volume= 0.050 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 21,837 39 >75% Grass cover, Good, HSG A * 2,953 30 Woods, Good, HSG A & Sand Area 4,440 98 Water Surface, HSG A 29,230 47 Weighted Average 24,790 84.81% Pervious Area 4,440 15.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 50 0.0800 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 1.6 150 0.0530 1.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 8.5 200 Total Subcatchment E8: EX-DA 8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=29,230 sf Runoff Volume=0.050 af Runoff Depth>0.89" Flow Length=200' Tc=8.5 min CN=47 0.43 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 76HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E9: EX DA-9 Runoff = 0.86 cfs @ 12.35 hrs, Volume= 0.143 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 94,116 39 >75% Grass cover, Good, HSG A 3,500 30 Woods, Good, HSG A * 8,975 98 Wetland; Water Surface 0 98 Paved parking, HSG A 106,591 44 Weighted Average 97,616 91.58% Pervious Area 8,975 8.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0260 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 8.8 495 0.0180 0.94 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.3 130 0.0540 1.63 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 15.0 675 Total Subcatchment E9: EX DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=106,591 sf Runoff Volume=0.143 af Runoff Depth>0.70" Flow Length=675' Tc=15.0 min CN=44 0.86 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 77HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.441 ac, 61.23% Impervious, Inflow Depth > 3.20" for 25 YR event Inflow = 14.77 cfs @ 12.13 hrs, Volume= 1.184 af Outflow = 14.77 cfs @ 12.13 hrs, Volume= 1.184 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.441 ac14.77 cfs14.77 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 78HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 9.854 ac, 2.39% Impervious, Inflow Depth > 0.19" for 25 YR event Inflow = 0.29 cfs @ 12.62 hrs, Volume= 0.155 af Outflow = 0.29 cfs @ 12.62 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=9.854 ac0.29 cfs0.29 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 79HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.621 ac, 9.32% Impervious, Inflow Depth > 0.11" for 25 YR event Inflow = 0.32 cfs @ 12.60 hrs, Volume= 0.129 af Outflow = 0.32 cfs @ 12.60 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=13.621 ac0.32 cfs0.32 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 80HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-A: POND A Inflow Area = 2.388 ac, 24.53% Impervious, Inflow Depth > 1.30" for 25 YR event Inflow = 1.90 cfs @ 12.42 hrs, Volume= 0.260 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 24.98' @ 24.00 hrs Surf.Area= 22,559 sf Storage= 11,310 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 24.45' 37,030 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.45 20,405 0 0 25.70 25,518 28,702 28,702 26.00 30,000 8,328 37,030 Device Routing Invert Outlet Devices #1 Primary 25.10'45.0 deg x 30.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=24.45' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 81HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-A: POND A InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.388 ac Peak Elev=24.98' Storage=11,310 cf 1.90 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 82HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.784 ac, 13.22% Impervious, Inflow Depth > 0.83" for 25 YR event Inflow = 1.05 cfs @ 12.14 hrs, Volume= 0.123 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.19' @ 24.00 hrs Surf.Area= 11,220 sf Storage= 5,356 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2.70' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 83HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.784 ac Peak Elev=3.19' Storage=5,356 cf 1.05 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 84HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 3.086 ac, 15.48% Impervious, Inflow Depth > 0.83" for 25 YR event Inflow = 1.76 cfs @ 12.15 hrs, Volume= 0.213 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 4.02' @ 24.00 hrs Surf.Area= 23,592 sf Storage= 9,261 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.60' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 85HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=3.086 ac Peak Elev=4.02' Storage=9,261 cf 1.76 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 86HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.447 ac, 8.42% Impervious, Inflow Depth > 0.70" for 25 YR event Inflow = 0.86 cfs @ 12.35 hrs, Volume= 0.143 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.76' @ 24.00 hrs Surf.Area= 8,648 sf Storage= 6,209 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=8.00' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 87HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.447 ac Peak Elev=8.76' Storage=6,209 cf 0.86 cfs 0.00 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 88HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=193,432 sf 61.23% Impervious Runoff Depth>4.50"Subcatchment E1: EX DA-1 Flow Length=435' Tc=9.6 min CN=75 Runoff=20.77 cfs 1.667 af Runoff Area=248,320 sf 0.00% Impervious Runoff Depth>0.68"Subcatchment E10: EX DA-10 Flow Length=490' Tc=16.5 min CN=36 Runoff=1.63 cfs 0.324 af Runoff Area=351,546 sf 0.00% Impervious Runoff Depth>0.61"Subcatchment E2: EX-DA-2 Flow Length=682' Tc=14.4 min CN=35 Runoff=1.95 cfs 0.410 af Runoff Area=77,711 sf 13.22% Impervious Runoff Depth>1.52"Subcatchment E3: EX DA-3 Flow Length=400' Tc=7.0 min CN=46 Runoff=2.51 cfs 0.226 af Runoff Area=134,422 sf 15.48% Impervious Runoff Depth>1.52"Subcatchment E4: EX DA-4 Flow Length=341' Tc=7.8 min CN=46 Runoff=4.22 cfs 0.391 af Runoff Area=171,335 sf 0.00% Impervious Runoff Depth>0.68"Subcatchment E5: EX DA-5 Flow Length=433' Tc=11.9 min CN=36 Runoff=1.19 cfs 0.224 af Runoff Area=104,016 sf 24.53% Impervious Runoff Depth>2.17"Subcatchment E6: EX DA-6 Flow Length=283' Tc=25.5 min CN=53 Runoff=3.45 cfs 0.433 af Runoff Area=61,684 sf 1.97% Impervious Runoff Depth>0.84"Subcatchment E7: EX-DA 7 Flow Length=300' Tc=5.9 min CN=38 Runoff=0.70 cfs 0.099 af Runoff Area=29,230 sf 15.19% Impervious Runoff Depth>1.61"Subcatchment E8: EX-DA 8 Flow Length=200' Tc=8.5 min CN=47 Runoff=0.97 cfs 0.090 af Runoff Area=106,591 sf 8.42% Impervious Runoff Depth>1.34"Subcatchment E9: EX DA-9 Flow Length=675' Tc=15.0 min CN=44 Runoff=2.21 cfs 0.273 af Inflow=20.77 cfs 1.667 afReach DP-1: DP-1 Outflow=20.77 cfs 1.667 af Inflow=1.95 cfs 0.446 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=1.95 cfs 0.446 af Inflow=1.63 cfs 0.476 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=1.63 cfs 0.476 af Peak Elev=25.12' Storage=14,540 cf Inflow=3.45 cfs 0.433 afPond P-A: POND A Outflow=0.23 cfs 0.104 af Peak Elev=3.46' Storage=8,323 cf Inflow=2.51 cfs 0.226 afPond P-B: POND B Outflow=0.09 cfs 0.036 af Peak Elev=4.31' Storage=16,319 cf Inflow=4.22 cfs 0.391 afPond P-C: POND C Outflow=0.11 cfs 0.017 af Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 89HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Peak Elev=9.24' Storage=10,487 cf Inflow=2.21 cfs 0.273 afPond P-D: POND D Outflow=0.08 cfs 0.032 af Total Runoff Area = 33.937 ac Runoff Volume = 4.136 af Average Runoff Depth = 1.46" 87.17% Pervious = 29.583 ac 12.83% Impervious = 4.354 ac Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 90HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX DA-1 Runoff = 20.77 cfs @ 12.13 hrs, Volume= 1.667 af, Depth> 4.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 67,671 39 >75% Grass cover, Good, HSG A 7,329 30 Woods, Good, HSG A * 7,041 98 Wetland; Water Surface 111,391 98 Paved parking, HSG A 193,432 75 Weighted Average 75,000 38.77% Pervious Area 118,432 61.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0270 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 2.4 90 0.0077 0.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.9 192 0.0550 1.64 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.4 83 0.0260 3.27 Shallow Concentrated Flow, D-E Paved Kv= 20.3 fps 0.1 20 0.2000 3.13 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 9.6 435 Total Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 91HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E1: EX DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=193,432 sf Runoff Volume=1.667 af Runoff Depth>4.50" Flow Length=435' Tc=9.6 min CN=75 20.77 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 92HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E10: EX DA-10 Runoff = 1.63 cfs @ 12.45 hrs, Volume= 0.324 af, Depth> 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 166,992 39 >75% Grass cover, Good, HSG A 81,328 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 248,320 36 Weighted Average 248,320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0400 0.09 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 3.1 70 0.0057 0.38 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 1.5 150 0.0580 1.69 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 1.6 70 0.0110 0.73 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 1.1 125 0.0680 1.83 Shallow Concentrated Flow, E-F Short Grass Pasture Kv= 7.0 fps 0.1 25 0.3000 3.83 Shallow Concentrated Flow, F-G Short Grass Pasture Kv= 7.0 fps 16.5 490 Total Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 93HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E10: EX DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=248,320 sf Runoff Volume=0.324 af Runoff Depth>0.68" Flow Length=490' Tc=16.5 min CN=36 1.63 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 94HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EX-DA-2 Runoff = 1.95 cfs @ 12.46 hrs, Volume= 0.410 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 195,277 39 >75% Grass cover, Good, HSG A 156,269 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 351,546 35 Weighted Average 351,546 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 10.1 520 0.0150 0.86 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 40 0.0825 1.44 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 0.5 40 0.0425 1.44 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 0.2 32 0.3900 3.12 Shallow Concentrated Flow, E-F Woodland Kv= 5.0 fps 14.4 682 Total Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 95HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E2: EX-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=351,546 sf Runoff Volume=0.410 af Runoff Depth>0.61" Flow Length=682' Tc=14.4 min CN=35 1.95 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 96HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EX DA-3 Runoff = 2.51 cfs @ 12.12 hrs, Volume= 0.226 af, Depth> 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 60,103 39 >75% Grass cover, Good, HSG A 7,335 30 Woods, Good, HSG A * 10,273 98 Wetland; Water Surface 0 98 Paved parking, HSG A 77,711 46 Weighted Average 67,438 86.78% Pervious Area 10,273 13.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 50 0.0800 0.27 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 3.7 320 0.0430 1.45 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.2 30 0.1000 2.21 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 7.0 400 Total Subcatchment E3: EX DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=77,711 sf Runoff Volume=0.226 af Runoff Depth>1.52" Flow Length=400' Tc=7.0 min CN=46 2.51 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 97HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E4: EX DA-4 Runoff = 4.22 cfs @ 12.13 hrs, Volume= 0.391 af, Depth> 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 77,263 39 >75% Grass cover, Good, HSG A 36,347 30 Woods, Good, HSG A * 20,812 98 Wetland; Water Surface 0 98 Paved parking, HSG A 134,422 46 Weighted Average 113,610 84.52% Pervious Area 20,812 15.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 35 0.1300 0.30 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 5.2 200 0.0165 0.64 Shallow Concentrated Flow, B-C Woodland Kv= 5.0 fps 0.4 63 0.1550 2.76 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 0.3 43 0.1160 2.38 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 7.8 341 Total Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 98HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Subcatchment E4: EX DA-4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=134,422 sf Runoff Volume=0.391 af Runoff Depth>1.52" Flow Length=341' Tc=7.8 min CN=46 4.22 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 99HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E5: EX DA-5 Runoff = 1.19 cfs @ 12.39 hrs, Volume= 0.224 af, Depth> 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 109,518 39 >75% Grass cover, Good, HSG A 61,817 30 Woods, Good, HSG A * 0 98 Wetland; Water Surface 0 98 Paved parking, HSG A 171,335 36 Weighted Average 171,335 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 1.0 105 0.0620 1.74 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.2 75 0.0460 1.07 Shallow Concentrated Flow, C-D Woodland Kv= 5.0 fps 6.8 203 0.0050 0.49 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 11.9 433 Total Subcatchment E5: EX DA-5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=171,335 sf Runoff Volume=0.224 af Runoff Depth>0.68" Flow Length=433' Tc=11.9 min CN=36 1.19 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 100HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E6: EX DA-6 Runoff = 3.45 cfs @ 12.39 hrs, Volume= 0.433 af, Depth> 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 71,752 39 >75% Grass cover, Good, HSG A 6,746 30 Woods, Good, HSG A * 25,518 98 Wetland; Water Surface 0 98 Paved parking, HSG A 104,016 53 Weighted Average 78,498 75.47% Pervious Area 25,518 24.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 50 0.1000 0.29 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 22.6 233 0.0006 0.17 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 25.5 283 Total Subcatchment E6: EX DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=104,016 sf Runoff Volume=0.433 af Runoff Depth>2.17" Flow Length=283' Tc=25.5 min CN=53 3.45 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 101HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E7: EX-DA 7 Runoff = 0.70 cfs @ 12.14 hrs, Volume= 0.099 af, Depth> 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 47,876 39 >75% Grass cover, Good, HSG A * 12,590 30 Woods, Good, HSG A & Sand Area 1,218 98 Water Surface, HSG A 61,684 38 Weighted Average 60,466 98.03% Pervious Area 1,218 1.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 50 0.0280 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 0.5 100 0.0460 3.45 Shallow Concentrated Flow, B-C Unpaved Kv= 16.1 fps 0.6 150 0.0750 4.41 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 5.9 300 Total Subcatchment E7: EX-DA 7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=61,684 sf Runoff Volume=0.099 af Runoff Depth>0.84" Flow Length=300' Tc=5.9 min CN=38 0.70 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 102HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E8: EX-DA 8 Runoff = 0.97 cfs @ 12.14 hrs, Volume= 0.090 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 21,837 39 >75% Grass cover, Good, HSG A * 2,953 30 Woods, Good, HSG A & Sand Area 4,440 98 Water Surface, HSG A 29,230 47 Weighted Average 24,790 84.81% Pervious Area 4,440 15.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 50 0.0800 0.12 Sheet Flow, A-B Woods: Light underbrush n= 0.400 P2= 3.40" 1.6 150 0.0530 1.61 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 8.5 200 Total Subcatchment E8: EX-DA 8 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=29,230 sf Runoff Volume=0.090 af Runoff Depth>1.61" Flow Length=200' Tc=8.5 min CN=47 0.97 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 103HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment E9: EX DA-9 Runoff = 2.21 cfs @ 12.25 hrs, Volume= 0.273 af, Depth> 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 94,116 39 >75% Grass cover, Good, HSG A 3,500 30 Woods, Good, HSG A * 8,975 98 Wetland; Water Surface 0 98 Paved parking, HSG A 106,591 44 Weighted Average 97,616 91.58% Pervious Area 8,975 8.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0260 0.17 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 8.8 495 0.0180 0.94 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 1.3 130 0.0540 1.63 Shallow Concentrated Flow, C-D Short Grass Pasture Kv= 7.0 fps 15.0 675 Total Subcatchment E9: EX DA-9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=106,591 sf Runoff Volume=0.273 af Runoff Depth>1.34" Flow Length=675' Tc=15.0 min CN=44 2.21 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 104HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.441 ac, 61.23% Impervious, Inflow Depth > 4.50" for 100 YR event Inflow = 20.77 cfs @ 12.13 hrs, Volume= 1.667 af Outflow = 20.77 cfs @ 12.13 hrs, Volume= 1.667 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.441 ac20.77 cfs20.77 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 105HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 9.854 ac, 2.39% Impervious, Inflow Depth > 0.54" for 100 YR event Inflow = 1.95 cfs @ 12.46 hrs, Volume= 0.446 af Outflow = 1.95 cfs @ 12.46 hrs, Volume= 0.446 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=9.854 ac1.95 cfs1.95 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 106HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.621 ac, 9.32% Impervious, Inflow Depth > 0.42" for 100 YR event Inflow = 1.63 cfs @ 12.45 hrs, Volume= 0.476 af Outflow = 1.63 cfs @ 12.45 hrs, Volume= 0.476 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=13.621 ac1.63 cfs1.63 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 107HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-A: POND A Inflow Area = 2.388 ac, 24.53% Impervious, Inflow Depth > 2.17" for 100 YR event Inflow = 3.45 cfs @ 12.39 hrs, Volume= 0.433 af Outflow = 0.23 cfs @ 17.11 hrs, Volume= 0.104 af, Atten= 93%, Lag= 283.6 min Primary = 0.23 cfs @ 17.11 hrs, Volume= 0.104 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 25.12' @ 17.11 hrs Surf.Area= 23,137 sf Storage= 14,540 cf Plug-Flow detention time= 440.9 min calculated for 0.104 af (24% of inflow) Center-of-Mass det. time= 294.2 min ( 1,175.8 - 881.7 ) Volume Invert Avail.Storage Storage Description #1 24.45' 37,030 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 24.45 20,405 0 0 25.70 25,518 28,702 28,702 26.00 30,000 8,328 37,030 Device Routing Invert Outlet Devices #1 Primary 25.10'45.0 deg x 30.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.23 cfs @ 17.11 hrs HW=25.12' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.23 cfs @ 0.43 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 108HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-A: POND A InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=2.388 ac Peak Elev=25.12' Storage=14,540 cf 3.45 cfs 0.23 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 109HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.784 ac, 13.22% Impervious, Inflow Depth > 1.52" for 100 YR event Inflow = 2.51 cfs @ 12.12 hrs, Volume= 0.226 af Outflow = 0.09 cfs @ 19.59 hrs, Volume= 0.036 af, Atten= 96%, Lag= 448.1 min Primary = 0.09 cfs @ 19.59 hrs, Volume= 0.036 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.46' @ 19.59 hrs Surf.Area= 11,525 sf Storage= 8,323 cf Plug-Flow detention time= 539.9 min calculated for 0.036 af (16% of inflow) Center-of-Mass det. time= 374.6 min ( 1,263.9 - 889.3 ) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.09 cfs @ 19.59 hrs HW=3.46' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.09 cfs @ 0.39 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 110HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.784 ac Peak Elev=3.46' Storage=8,323 cf 2.51 cfs 0.09 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 111HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 3.086 ac, 15.48% Impervious, Inflow Depth > 1.52" for 100 YR event Inflow = 4.22 cfs @ 12.13 hrs, Volume= 0.391 af Outflow = 0.11 cfs @ 23.71 hrs, Volume= 0.017 af, Atten= 98%, Lag= 694.5 min Primary = 0.11 cfs @ 23.71 hrs, Volume= 0.017 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 4.31' @ 23.71 hrs Surf.Area= 25,220 sf Storage= 16,319 cf Plug-Flow detention time= 661.4 min calculated for 0.017 af (4% of inflow) Center-of-Mass det. time= 489.1 min ( 1,379.0 - 889.9 ) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.10 cfs @ 23.71 hrs HW=4.31' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.10 cfs @ 0.41 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 112HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=3.086 ac Peak Elev=4.31' Storage=16,319 cf 4.22 cfs 0.11 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 113HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.447 ac, 8.42% Impervious, Inflow Depth > 1.34" for 100 YR event Inflow = 2.21 cfs @ 12.25 hrs, Volume= 0.273 af Outflow = 0.08 cfs @ 23.22 hrs, Volume= 0.032 af, Atten= 96%, Lag= 658.0 min Primary = 0.08 cfs @ 23.22 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 9.24' @ 23.22 hrs Surf.Area= 9,729 sf Storage= 10,487 cf Plug-Flow detention time= 557.5 min calculated for 0.032 af (12% of inflow) Center-of-Mass det. time= 384.5 min ( 1,287.5 - 903.0 ) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.08 cfs @ 23.22 hrs HW=9.24' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert (Inlet Controls 0.08 cfs @ 1.06 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Avenue - Existing Conditions Prepared by Pesce Engineering & Associates, Inc. Page 114HydroCAD® 10.00-22 s/n 02717 © 2018 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.447 ac Peak Elev=9.24' Storage=10,487 cf 2.21 cfs 0.08 cfs APPENDIX C NOAA Atlas, Volume 10, Version 3, Point Precipitation Frequency Estimates for Dedham, MA NOAA Atlas 14, Volume 10, Version 3 Location name: Hyannis, Massachusetts, USA* Latitude: 41.6497°, Longitude: -70.2894° Elevation: 34.22 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.266 (0.218‑0.322) 0.336 (0.275‑0.409) 0.451 (0.367‑0.550) 0.547 (0.443‑0.672) 0.679 (0.529‑0.878) 0.777 (0.591‑1.03) 0.882 (0.649‑1.22) 1.01 (0.687‑1.41) 1.20 (0.780‑1.74) 1.36 (0.862‑2.02) 10-min 0.376 (0.309‑0.457) 0.476 (0.390‑0.579) 0.640 (0.522‑0.779) 0.775 (0.627‑0.950) 0.962 (0.749‑1.24) 1.10 (0.837‑1.46) 1.25 (0.919‑1.73) 1.43 (0.974‑2.00) 1.70 (1.11‑2.46) 1.93 (1.22‑2.85) 15-min 0.443 (0.363‑0.537) 0.560 (0.459‑0.681) 0.752 (0.613‑0.917) 0.912 (0.739‑1.12) 1.13 (0.882‑1.46) 1.30 (0.986‑1.72) 1.47 (1.08‑2.03) 1.68 (1.15‑2.35) 2.00 (1.30‑2.90) 2.27 (1.44‑3.36) 30-min 0.658 (0.540‑0.799) 0.828 (0.679‑1.01) 1.11 (0.902‑1.35) 1.34 (1.08‑1.64) 1.66 (1.29‑2.14) 1.89 (1.44‑2.50) 2.15 (1.58‑2.97) 2.45 (1.67‑3.43) 2.92 (1.90‑4.23) 3.31 (2.10‑4.90) 60-min 0.874 (0.717‑1.06) 1.10 (0.898‑1.33) 1.46 (1.19‑1.78) 1.76 (1.43‑2.16) 2.18 (1.70‑2.82) 2.49 (1.89‑3.29) 2.82 (2.08‑3.90) 3.22 (2.20‑4.51) 3.83 (2.49‑5.56) 4.35 (2.76‑6.44) 2-hr 1.23 (1.01‑1.48) 1.53 (1.26‑1.84) 2.01 (1.65‑2.44) 2.41 (1.97‑2.94) 2.97 (2.33‑3.80) 3.38 (2.59‑4.43) 3.82 (2.84‑5.24) 4.36 (3.01‑6.04) 5.18 (3.41‑7.43) 5.89 (3.77‑8.60) 3-hr 1.47 (1.22‑1.77) 1.81 (1.50‑2.18) 2.37 (1.95‑2.86) 2.83 (2.32‑3.44) 3.47 (2.74‑4.42) 3.95 (3.04‑5.14) 4.46 (3.33‑6.06) 5.07 (3.52‑6.97) 6.01 (3.98‑8.54) 6.81 (4.38‑9.87) 6-hr 1.93 (1.61‑2.30) 2.34 (1.95‑2.80) 3.02 (2.50‑3.62) 3.58 (2.95‑4.31) 4.35 (3.45‑5.48) 4.93 (3.82‑6.34) 5.54 (4.16‑7.42) 6.27 (4.39‑8.51) 7.35 (4.92‑10.3) 8.26 (5.38‑11.8) 12-hr 2.42 (2.03‑2.86) 2.89 (2.42‑3.43) 3.66 (3.06‑4.36) 4.30 (3.57‑5.15) 5.19 (4.14‑6.46) 5.85 (4.56‑7.43) 6.55 (4.93‑8.61) 7.34 (5.19‑9.83) 8.48 (5.74‑11.7) 9.42 (6.20‑13.3) 24-hr 2.87 (2.43‑3.38) 3.39 (2.86‑4.00) 4.24 (3.57‑5.01) 4.94 (4.13‑5.87) 5.91 (4.75‑7.28) 6.65 (5.22‑8.34) 7.41 (5.60‑9.58) 8.23 (5.89‑10.9) 9.39 (6.43‑12.8) 10.3 (6.87‑14.3) 2-day 3.27 (2.78‑3.82) 3.82 (3.25‑4.47) 4.72 (4.00‑5.54) 5.47 (4.60‑6.45) 6.50 (5.26‑7.92) 7.29 (5.76‑9.03) 8.09 (6.16‑10.3) 8.94 (6.46‑11.7) 10.1 (7.00‑13.6) 11.0 (7.43‑15.1) 3-day 3.54 (3.03‑4.12) 4.10 (3.50‑4.78) 5.02 (4.27‑5.86) 5.78 (4.88‑6.78) 6.82 (5.55‑8.27) 7.62 (6.05‑9.39) 8.44 (6.46‑10.7) 9.30 (6.77‑12.1) 10.5 (7.31‑14.0) 11.4 (7.74‑15.5) 4-day 3.78 (3.24‑4.38) 4.34 (3.72‑5.04) 5.26 (4.49‑6.13) 6.03 (5.11‑7.05) 7.08 (5.78‑8.55) 7.88 (6.28‑9.67) 8.70 (6.69‑11.0) 9.58 (7.00‑12.4) 10.8 (7.56‑14.3) 11.8 (8.01‑15.9) 7-day 4.41 (3.80‑5.09) 4.98 (4.29‑5.75) 5.91 (5.07‑6.85) 6.69 (5.70‑7.77) 7.75 (6.37‑9.29) 8.56 (6.87‑10.4) 9.39 (7.28‑11.7) 10.3 (7.58‑13.1) 11.5 (8.12‑15.1) 12.4 (8.56‑16.6) 10-day 5.00 (4.33‑5.75) 5.59 (4.83‑6.44) 6.56 (5.64‑7.57) 7.36 (6.29‑8.52) 8.46 (6.98‑10.1) 9.30 (7.50‑11.3) 10.2 (7.90‑12.6) 11.1 (8.19‑14.0) 12.3 (8.73‑16.0) 13.2 (9.15‑17.5) 20-day 6.81 (5.93‑7.78) 7.50 (6.52‑8.57) 8.62 (7.47‑9.87) 9.55 (8.23‑11.0) 10.8 (9.01‑12.8) 11.8 (9.60‑14.1) 12.8 (10.0‑15.6) 13.8 (10.3‑17.3) 15.0 (10.8‑19.3) 15.9 (11.1‑20.8) 30-day 8.38 (7.32‑9.52) 9.15 (7.99‑10.4) 10.4 (9.07‑11.9) 11.5 (9.93‑13.1) 12.9 (10.8‑15.1) 14.1 (11.5‑16.7) 15.2 (11.9‑18.3) 16.2 (12.2‑20.1) 17.4 (12.6‑22.2) 18.3 (12.9‑23.7) 45-day 10.4 (9.13‑11.8) 11.3 (9.90‑12.8) 12.7 (11.1‑14.5) 13.9 (12.1‑15.9) 15.6 (13.1‑18.1) 16.9 (13.8‑19.9) 18.2 (14.3‑21.7) 19.3 (14.6‑23.8) 20.6 (15.0‑26.0) 21.4 (15.2‑27.5) 60-day 12.1 (10.7‑13.7) 13.1 (11.5‑14.8) 14.7 (12.9‑16.7) 16.1 (14.0‑18.2) 17.9 (15.0‑20.7) 19.3 (15.9‑22.6) 20.7 (16.3‑24.6) 21.9 (16.7‑26.8) 23.2 (17.1‑29.2) 24.1 (17.2‑30.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Back to Top Maps & aerials Small scale terrain Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi APPENDIX D PROPOSED DRAINAGE AREAS PLAN & HydroCAD® CALCULATIONS For the PROPOSED CONDITIONS 30 1 0 152020 152025 25 15 15 15 15 1515 251015 20 3030 30303030303010 151015208911121314161718 19 21222324 555 5 55555 5555 55 5 555 55 10 15 555 55 55 5 55 5 10 101515 15 1520 2525 252020 20202025 20 5 10101010101010 101010 151515 15202 02025 2 5 2 5 252 5 2 52525 152015 15 202 0 2530 3030 25 30 30252525 25 25 25252 5 25202 0 2030303030 201015201 0 1 5 2 0 1015 2 0 1015 2020 20 25 25 15 20 20 25 20 25 30 30303025302025 252020 302 5 2525203030253030302525 20 3025 20 2530 1015 20 2025 20 30 15202015 20 152515 S C U D D E R A V E N U E STEWART' S C R E E K JOSH U A' S B R O O K JOSHUA' S B R O O K STEWART' S C R E E K S C U D D E R A V E N U E (P U B L I C ~ 6 0 ' C O U N T Y L A Y O U T ) S C U D D E R A V E N U E ( P U B L I C ~ 6 0 ' C O U N T Y L A Y O U T ) BUILDI N G 3(TYPE 6) BUILDIN G 4 (TYPE 6) BUILDING 13 (TYPE 6) BUILDING 10 (TYPE 6)BUILDING 9(TYPE 6)B U I L D I N G 1 (T Y P E 5 ) BUI L D I N G 5 (TY P E 5 ) BUI L D I N G 8 (TY P E 5 ) BUILDI N G 2 (TYPE 5) BUILDI N G 6(TYPE 2) BUI L D I N G 7 (TY P E 5 ) BUILDING 12 (TYPE 5) BUILDING 11 (TYPE 5) CLUBH O U S E PROPOSED LIMIT OF WORK/ EROSION CONTROL BARRIER PROP. TREELINE (TYP) PROPOSED LIMIT OF WORK/ EROSION CONTROL BARRIER PROP. TREELINE (TYP) L=109.76 R=193.97 23 24 25 2626 26 26 26 32 31 22 22 22 222 2 22 22 25 24 23 25 24 23 22 23 23 24 25 2 5 2 62222 262 6 26 26 25 25 26272829 2525 26 262725 272422 232 3 24 2425 2626 26 2525 2 5 25272 7 2 7 2 7 272 7 27 2727272 7 2 6 2627 2727 2 7 2727 27 2 7 2 9 2 8 3 0 2 8 2 9 22232426 2726 1323 22 21 20 19 18 17 16 15 1422212019181716 1 3 1 4 1 5 2 3 2 3 27 25 25 25 25252525272725252423 25 24252524 23 23 24 2 32424242322222222 23 2 4 25 1920 20 20 1 9 2 0 21 2121 1 7 16 17 18 19 1 8 1 9 242322212 4 2 3 2 2 2 1 3132 3329 2726 25 25 26 27 28 2827262521 22 23 241514131 2 1 1 1213141519202 019 20 212121 11 12 13 1 4 1 5 1 6 1 7 18 19 111213151516171819202626262525 23 22 21 25 25242316 17 18 19 25 26 2 6 262626 26262626 26252423222124PROPOSED LIMIT OF WORK/ EROSION CONTROL BARRIER PROPOSED LIMIT OF WORK/ EROSION CONTROL BARRIER ZONE II 2929 20x25 20x2520x25131415161718191918 17 161515x7515 x 7 5 16 15x75 15x75 16 1 2 121 3 1 4 1 5 14151515x 7 5 15 x 7 5 25x4 25x7 25x7 25x9 25x4 25x5 26x4 24x2 24x5 25x2 25x725x3 25x8 26x0 26x0 26x0 26 x 5 26 x 8 26x 8 21x0 21x0 20x421x0 21x020x121x0 21x0 22x0 21x5 21x5 21x5 22x0 2 2 x 6 2 2 x 4 2 2 x 4 2 2 x 4 2 2 x 3 2 2 x 2 24x1 24x 6 26x5 26x5 26x5 25x3 24x5 24x526x0 25x7 25x7 25 x 9 25x 7 26x626x5 26x2 25x5 26x2 26x7 25x7 25x7 26x2 24x8 25x3 24x5 24x5 24x5 24x224x224x2 25x7 26x2 25x7 26x2 25x7 26x2 25x2 25x7 25x2 25x7 25x2 25x724x22 4 x 2 24x524x826x5 26x5 26x5 26x5 26x1 25x4 26x1 25x4 27x7 27x2 26x6 27 x 3 27 x 2 26 x 2 26 x 7 26 x 4 2 6 x 5 27x3 27x2 25x325x6 25x5 25x5 25x5 25x5 25x5 2 5 x 7 24x424x624x424x426x0 26x0 26x0 20x5 20x5 17x819x524x8 20x4 20x7 20x7 24x5 2 4 x 6 24x7 24x7 24x7 24x524x424x624x624x624x624x624x8 24x5 24x8 24x5 15 15 15 16 17 18 19 20 21 22 23 242524 232221201918171616 1 5 14 141 4 111213 14PR-DA-8b 36,807 S.F.± PR-DA-8a 37,822 S.F.± PR-BIO1 34,452 S.F.± PR-BIO3 35,162 S.F.± A B C D E F PR-DA-9 46,585 S.F.± PR-DA3 88,593 S.F.± A B C D E PR-DA10 190,014 S.F.± PR-DA11 52,570 S.F.± PR-DA12 108,026 S.F.± PR-DA14 187,032 S.F.± DP-3 DP-2 POND B POND D POND C T c P A T H ( T Y P ) A B C D AB C D E F PR-DA-4 47,075 S.F.± PR-DA13 32,038 S.F.± PR-DA6 34,083 S.F.± ROOF ROOF ROOF ROOF ROOF ROOF ROOF ROOF R O O F RO O F ROOF RO O F RO O F PR-DA7 47,897 S.F.± PR-DA-1 173,018 S.F.± PR-DA2 14,573 S.F.± PR-DA-5 145,971 S. F. ± PR-BIO2 36,300 S.F.± ROOF DP-1 LOCUS ZONE 2 MA GRID NAD83 LOCUS MAP SCALE 1" = 2000' EDWARD L. PESCE, P.E. DATE JOB NO: 5061 FIELD: BNE DATE: FEBRUARY 11, 2021 DRAWN: BJW CHECK: ELP CALC./DESIGN: ELP PROPOSED DRAINAGE AREAS PLAN PREPARED FOR: QUARTERRA 99 SUMMER STREET, SUITE 701 BOSTON, MA 02110 LAND SURVEYING BY: ENGINEERING BY: BAXTER NYE ENGINEERING & SURVEYING 78 NORTH STREET, 3RD FLOOR HYANNIS, MA 02601 CCC Submittal4-1-211 Raingarden; Detail Sheets Added4-23-212 Utility Easement Sheet Added5-21-213 4 5 6 CCC Comments; CR Area Added10-22-21 11-1-21 Site Layout Modified9-23-22 CCC Comments; CR Area Mod SHEET 1 OF 1 THE PROPOSED EMBLEM AT HYANNIS RESIDENCES AT 35 SCUDDER AVENUE IN HYANNIS, MASSACHUSETTS (BARNSTABLE COUNTY) DESC.DATENo. REVISIONS: 7 Site Plan Review Submittal2-7-23 8 DPW Comments8-1-23 1S PR-DA-1 28S TYP ROOF SIZING BIO-1 BIO-1 BIO-2 BIO-2 BIO-3 BIO-3 P10 PR-DA-10 P11 PR-DA11 P12 PR-DA12 P13 PR-DA-13 P14 PR-DA-14 P2 PR-DA-2 P3 PR-DA-3 P4 PR-DA4 P5 PR-DA5P6 PR-DA-6 P7 PR-DA-7 P8a PR-DA8a P8b PR-DA8b P9 PR-DA9 DP-1 DP-1 DP-2 DP-2 (JOSHUA'S BROOK) DP-3 DP-3 (STEWART'S CREEK) 1P Basin 3 41P SC-740 43P SC-740 45P SC-740 B-1 Basin 1 B-2 Basin 2 BIO1 BIO 1 BIO2 BIO 2 BIO3 BIO-3 P-B POND B P-C POND C P-D POND D Routing Diagram for 35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Prepared by Pesce Engineering & Associates, Inc., Printed 8/3/2023 HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 2HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 17.166 39 >75% Grass cover, Good, HSG A (1S, BIO-1, BIO-2, BIO-3, P10, P11, P12, P13, P14, P2, P3, P4, P5, P6, P7, P8a, P8b, P9) 0.271 76 Gravel roads, HSG A (P10, P11, P3, P9) 7.281 98 Paved parking, HSG A (1S, BIO-1, BIO-2, BIO-3, P5, P8a, P8b) 0.149 98 Roofs, HSG A (28S, BIO-2, BIO-3, P8a, P8b) 0.370 98 Stormwater Basin; Water Surface, HSG A (P4, P9) 0.162 98 Stormwater Management Area (1S) 0.411 98 Unconnected Impervious, HSG A (P13, P2, P6, P7) 0.020 98 Unconnected impervious, HSG A (P4, P9) 0.020 98 Unconnected roofs, HSG A (P5) 0.920 98 Water Surface, 0% imp, HSG A (P11, P12, P3) 1.997 30 Woods, Good, HSG A (1S, P11, P12, P13, P14) 2.294 32 Woods/grass comb., Good, HSG A (P10) 31.061 56 TOTAL AREA Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 3HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=173,018 sf 58.46% Impervious Runoff Depth>1.10"Subcatchment 1S: PR-DA-1 Tc=5.0 min CN=73 Runoff=5.07 cfs 0.366 af Runoff Area=5,000 sf 100.00% Impervious Runoff Depth>3.15"Subcatchment 28S: TYP ROOF SIZING Tc=5.0 min CN=98 Runoff=0.39 cfs 0.030 af Runoff Area=34,452 sf 76.45% Impervious Runoff Depth>1.84"Subcatchment BIO-1: BIO-1 Tc=5.0 min CN=84 Runoff=1.77 cfs 0.121 af Runoff Area=36,300 sf 68.24% Impervious Runoff Depth>1.48"Subcatchment BIO-2: BIO-2 Tc=5.0 min CN=79 Runoff=1.48 cfs 0.103 af Runoff Area=35,162 sf 75.97% Impervious Runoff Depth>1.84"Subcatchment BIO-3: BIO-3 Tc=5.0 min CN=84 Runoff=1.81 cfs 0.124 af Runoff Area=190,014 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment P10: PR-DA-10 Tc=5.0 min CN=35 Runoff=0.00 cfs 0.000 af Runoff Area=52,570 sf 0.00% Impervious Runoff Depth>0.17"Subcatchment P11: PR-DA11 Tc=5.0 min CN=50 Runoff=0.06 cfs 0.017 af Runoff Area=108,026 sf 0.00% Impervious Runoff Depth>0.15"Subcatchment P12: PR-DA12 Tc=5.0 min CN=49 Runoff=0.08 cfs 0.030 af Runoff Area=32,038 sf 3.96% Impervious Runoff Depth>0.01"Subcatchment P13: PR-DA-13 Tc=5.0 min UI Adjusted CN=40 Runoff=0.00 cfs 0.001 af Runoff Area=187,032 sf 0.00% Impervious Runoff Depth=0.00"Subcatchment P14: PR-DA-14 Tc=5.0 min CN=36 Runoff=0.00 cfs 0.000 af Runoff Area=14,573 sf 0.97% Impervious Runoff Depth>0.00"Subcatchment P2: PR-DA-2 Tc=5.0 min UI Adjusted CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=88,593 sf 0.00% Impervious Runoff Depth>0.12"Subcatchment P3: PR-DA-3 Flow Length=574' Tc=26.1 min CN=48 Runoff=0.04 cfs 0.021 af Runoff Area=47,075 sf 19.25% Impervious Runoff Depth>0.17"Subcatchment P4: PR-DA4 Tc=5.0 min CN=50 Runoff=0.05 cfs 0.015 af Runoff Area=145,971 sf 67.50% Impervious Runoff Depth>1.48"Subcatchment P5: PR-DA5 Flow Length=1,117' Tc=5.7 min CN=79 Runoff=5.82 cfs 0.413 af Runoff Area=34,083 sf 11.09% Impervious Runoff Depth>0.03"Subcatchment P6: PR-DA-6 Tc=5.0 min UI Adjusted CN=42 Runoff=0.00 cfs 0.002 af Runoff Area=47,897 sf 26.54% Impervious Runoff Depth>0.10"Subcatchment P7: PR-DA-7 Tc=5.0 min UI Adjusted CN=47 Runoff=0.02 cfs 0.009 af Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 4HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Runoff Area=37,822 sf 60.71% Impervious Runoff Depth>1.22"Subcatchment P8a: PR-DA8a Flow Length=626' Tc=5.0 min CN=75 Runoff=1.25 cfs 0.088 af Runoff Area=36,807 sf 71.01% Impervious Runoff Depth>1.62"Subcatchment P8b: PR-DA8b Flow Length=432' Tc=5.0 min CN=81 Runoff=1.66 cfs 0.114 af Runoff Area=46,585 sf 17.03% Impervious Runoff Depth>0.19"Subcatchment P9: PR-DA9 Tc=5.0 min UI Adjusted CN=51 Runoff=0.07 cfs 0.017 af Inflow=5.07 cfs 0.366 afReach DP-1: DP-1 Outflow=5.07 cfs 0.366 af Inflow=0.00 cfs 0.000 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=0.00 cfs 0.000 af Peak Elev=22.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond 1P: Basin 3 Outflow=0.00 cfs 0.000 af Peak Elev=37.40' Storage=253 cf Inflow=0.39 cfs 0.030 afPond 41P: SC-740 Outflow=0.09 cfs 0.030 af Peak Elev=19.50' Storage=0 cf Inflow=0.00 cfs 0.002 afPond 43P: SC-740 Outflow=0.00 cfs 0.002 af Peak Elev=19.51' Storage=2 cf Inflow=0.02 cfs 0.009 afPond 45P: SC-740 Outflow=0.02 cfs 0.009 af Peak Elev=11.19' Storage=10,179 cf Inflow=7.47 cfs 0.502 afPond B-1: Basin 1 Discarded=0.54 cfs 0.500 af Primary=0.00 cfs 0.000 af Outflow=0.54 cfs 0.500 af Peak Elev=15.70' Storage=5,477 cf Inflow=4.47 cfs 0.291 afPond B-2: Basin 2 Discarded=0.46 cfs 0.290 af Primary=0.00 cfs 0.000 af Outflow=0.46 cfs 0.290 af Peak Elev=19.69' Storage=448 cf Inflow=1.77 cfs 0.121 afPond BIO1: BIO 1 Discarded=0.06 cfs 0.048 af Primary=1.66 cfs 0.072 af Outflow=1.71 cfs 0.120 af Peak Elev=22.82' Storage=1,433 cf Inflow=1.48 cfs 0.103 afPond BIO2: BIO 2 Discarded=0.12 cfs 0.089 af Primary=0.38 cfs 0.014 af Outflow=0.50 cfs 0.103 af Peak Elev=23.68' Storage=701 cf Inflow=1.81 cfs 0.124 afPond BIO3: BIO-3 Discarded=0.08 cfs 0.064 af Primary=1.62 cfs 0.060 af Outflow=1.70 cfs 0.124 af Peak Elev=2.77' Storage=741 cf Inflow=0.06 cfs 0.017 afPond P-B: POND B Outflow=0.00 cfs 0.000 af Peak Elev=3.66' Storage=1,311 cf Inflow=0.08 cfs 0.030 afPond P-C: POND C Outflow=0.00 cfs 0.000 af Peak Elev=8.12' Storage=899 cf Inflow=0.04 cfs 0.021 afPond P-D: POND D Outflow=0.00 cfs 0.000 af Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 5HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Total Runoff Area = 31.061 ac Runoff Volume = 1.472 af Average Runoff Depth = 0.57" 72.91% Pervious = 22.647 ac 27.09% Impervious = 8.414 ac Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 6HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR-DA-1 Runoff = 5.07 cfs @ 12.08 hrs, Volume= 0.366 af, Depth> 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 66,428 39 >75% Grass cover, Good, HSG A 94,112 98 Paved parking, HSG A 7,041 98 Stormwater Management Area 5,437 30 Woods, Good, HSG A 173,018 73 Weighted Average 71,865 41.54% Pervious Area 101,153 58.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment 1S: PR-DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=173,018 sf Runoff Volume=0.366 af Runoff Depth>1.10" Tc=5.0 min CN=73 5.07 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 7HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: TYP ROOF SIZING Runoff = 0.39 cfs @ 12.07 hrs, Volume= 0.030 af, Depth> 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 5,000 98 Roofs, HSG A 5,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 28S: TYP ROOF SIZING Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=5,000 sf Runoff Volume=0.030 af Runoff Depth>3.15" Tc=5.0 min CN=98 0.39 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 8HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-1: BIO-1 Runoff = 1.77 cfs @ 12.08 hrs, Volume= 0.121 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 8,112 39 >75% Grass cover, Good, HSG A 26,340 98 Paved parking, HSG A 34,452 84 Weighted Average 8,112 23.55% Pervious Area 26,340 76.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-1: BIO-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=34,452 sf Runoff Volume=0.121 af Runoff Depth>1.84" Tc=5.0 min CN=84 1.77 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 9HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-2: BIO-2 Runoff = 1.48 cfs @ 12.08 hrs, Volume= 0.103 af, Depth> 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 11,530 39 >75% Grass cover, Good, HSG A 24,660 98 Paved parking, HSG A 110 98 Roofs, HSG A 36,300 79 Weighted Average 11,530 31.76% Pervious Area 24,770 68.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-2: BIO-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=36,300 sf Runoff Volume=0.103 af Runoff Depth>1.48" Tc=5.0 min CN=79 1.48 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 10HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-3: BIO-3 Runoff = 1.81 cfs @ 12.08 hrs, Volume= 0.124 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 8,449 39 >75% Grass cover, Good, HSG A 26,493 98 Paved parking, HSG A 220 98 Roofs, HSG A 35,162 84 Weighted Average 8,449 24.03% Pervious Area 26,713 75.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-3: BIO-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=35,162 sf Runoff Volume=0.124 af Runoff Depth>1.84" Tc=5.0 min CN=84 1.81 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 11HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P10: PR-DA-10 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 89,869 39 >75% Grass cover, Good, HSG A 99,905 32 Woods/grass comb., Good, HSG A 240 76 Gravel roads, HSG A 190,014 35 Weighted Average 190,014 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P10: PR-DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=190,014 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=5.0 min CN=35 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 12HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P11: PR-DA11 Runoff = 0.06 cfs @ 12.41 hrs, Volume= 0.017 af, Depth> 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 36,250 39 >75% Grass cover, Good, HSG A 5,060 30 Woods, Good, HSG A 10,273 98 Water Surface, 0% imp, HSG A 987 76 Gravel roads, HSG A 52,570 50 Weighted Average 52,570 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P11: PR-DA11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=52,570 sf Runoff Volume=0.017 af Runoff Depth>0.17" Tc=5.0 min CN=50 0.06 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 13HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P12: PR-DA12 Runoff = 0.08 cfs @ 12.44 hrs, Volume= 0.030 af, Depth> 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 74,064 39 >75% Grass cover, Good, HSG A 13,150 30 Woods, Good, HSG A 20,812 98 Water Surface, 0% imp, HSG A 0 98 Paved parking, HSG A 108,026 49 Weighted Average 108,026 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P12: PR-DA12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=108,026 sf Runoff Volume=0.030 af Runoff Depth>0.15" Tc=5.0 min CN=49 0.08 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 14HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P13: PR-DA-13 Runoff = 0.00 cfs @ 22.15 hrs, Volume= 0.001 af, Depth> 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Adj Description 30,218 39 >75% Grass cover, Good, HSG A * 1,270 98 Unconnected Impervious, HSG A 550 30 Woods, Good, HSG A 32,038 41 40 Weighted Average, UI Adjusted 30,768 96.04% Pervious Area 1,270 3.96% Impervious Area 1,270 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P13: PR-DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=32,038 sf Runoff Volume=0.001 af Runoff Depth>0.01" Tc=5.0 min UI Adjusted CN=40 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 15HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P14: PR-DA-14 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 124,219 39 >75% Grass cover, Good, HSG A 62,813 30 Woods, Good, HSG A 187,032 36 Weighted Average 187,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P14: PR-DA-14 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=187,032 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=5.0 min CN=36 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 16HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PR-DA-2 [73] Warning: Peak may fall outside time span Runoff = 0.00 cfs @ 23.55 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Adj Description 14,431 39 >75% Grass cover, Good, HSG A * 142 98 Unconnected Impervious, HSG A 14,573 40 39 Weighted Average, UI Adjusted 14,431 99.03% Pervious Area 142 0.97% Impervious Area 142 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P2: PR-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=14,573 sf Runoff Volume=0.000 af Runoff Depth>0.00" Tc=5.0 min UI Adjusted CN=39 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 17HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P3: PR-DA-3 Runoff = 0.04 cfs @ 13.89 hrs, Volume= 0.021 af, Depth> 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 72,419 39 >75% Grass cover, Good, HSG A 7,200 76 Gravel roads, HSG A 8,974 98 Water Surface, 0% imp, HSG A 88,593 48 Weighted Average 88,593 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 50 0.0380 0.20 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 20.8 400 0.0021 0.32 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0270 2.65 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 0.6 50 0.0400 1.40 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 26.1 574 Total Subcatchment P3: PR-DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=88,593 sf Runoff Volume=0.021 af Runoff Depth>0.12" Flow Length=574' Tc=26.1 min CN=48 0.04 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 18HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P4: PR-DA4 Runoff = 0.05 cfs @ 12.41 hrs, Volume= 0.015 af, Depth> 0.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 38,011 39 >75% Grass cover, Good, HSG A * 500 98 Unconnected impervious, HSG A 8,564 98 Stormwater Basin; Water Surface, HSG A 47,075 50 Weighted Average 38,011 80.75% Pervious Area 9,064 19.25% Impervious Area 500 5.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P4: PR-DA4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=47,075 sf Runoff Volume=0.015 af Runoff Depth>0.17" Tc=5.0 min CN=50 0.05 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 19HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P5: PR-DA5 Runoff = 5.82 cfs @ 12.09 hrs, Volume= 0.413 af, Depth> 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 47,436 39 >75% Grass cover, Good, HSG A 97,655 98 Paved parking, HSG A 880 98 Unconnected roofs, HSG A 145,971 79 Weighted Average 47,436 32.50% Pervious Area 98,535 67.50% Impervious Area 880 0.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 40 0.0100 0.89 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 80 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 1.1 212 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.2 269 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 2.0 516 0.0050 4.20 7.43 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 5.7 1,117 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 20HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P5: PR-DA5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=145,971 sf Runoff Volume=0.413 af Runoff Depth>1.48" Flow Length=1,117' Tc=5.7 min CN=79 5.82 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 21HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P6: PR-DA-6 Runoff = 0.00 cfs @ 16.94 hrs, Volume= 0.002 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Adj Description 30,303 39 >75% Grass cover, Good, HSG A * 3,780 98 Unconnected Impervious, HSG A 34,083 46 42 Weighted Average, UI Adjusted 30,303 88.91% Pervious Area 3,780 11.09% Impervious Area 3,780 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P6: PR-DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=34,083 sf Runoff Volume=0.002 af Runoff Depth>0.03" Tc=5.0 min UI Adjusted CN=42 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 22HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P7: PR-DA-7 Runoff = 0.02 cfs @ 13.75 hrs, Volume= 0.009 af, Depth> 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Adj Description 35,185 39 >75% Grass cover, Good, HSG A * 12,712 98 Unconnected Impervious, HSG A 47,897 55 47 Weighted Average, UI Adjusted 35,185 73.46% Pervious Area 12,712 26.54% Impervious Area 12,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P7: PR-DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=47,897 sf Runoff Volume=0.009 af Runoff Depth>0.10" Tc=5.0 min UI Adjusted CN=47 0.02 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 23HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8a: PR-DA8a Runoff = 1.25 cfs @ 12.08 hrs, Volume= 0.088 af, Depth> 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 14,861 39 >75% Grass cover, Good, HSG A 22,741 98 Paved parking, HSG A 220 98 Roofs, HSG A 37,822 75 Weighted Average 14,861 39.29% Pervious Area 22,961 60.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0100 0.94 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 1.1 137 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 0.2 48 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.1 241 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 1.2 Direct Entry, Added Tc 5.0 626 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 24HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8a: PR-DA8a Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=37,822 sf Runoff Volume=0.088 af Runoff Depth>1.22" Flow Length=626' Tc=5.0 min CN=75 1.25 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 25HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8b: PR-DA8b Runoff = 1.66 cfs @ 12.08 hrs, Volume= 0.114 af, Depth> 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Description 10,671 39 >75% Grass cover, Good, HSG A 25,176 98 Paved parking, HSG A 960 98 Roofs, HSG A 36,807 81 Weighted Average 10,671 28.99% Pervious Area 26,136 71.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 86 0.0100 1.04 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 196 0.0100 4.54 3.56 Pipe Channel, B-C 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, C-D 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 2.4 Direct Entry, Added Tc 5.0 432 Total Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 26HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8b: PR-DA8b Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=36,807 sf Runoff Volume=0.114 af Runoff Depth>1.62" Flow Length=432' Tc=5.0 min CN=81 1.66 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 27HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P9: PR-DA9 Runoff = 0.07 cfs @ 12.38 hrs, Volume= 0.017 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 2 YR Rainfall=3.39" Area (sf) CN Adj Description 35,279 39 >75% Grass cover, Good, HSG A * 380 98 Unconnected impervious, HSG A 7,554 98 Stormwater Basin; Water Surface, HSG A 3,372 76 Gravel roads, HSG A 46,585 52 51 Weighted Average, UI Adjusted 38,651 82.97% Pervious Area 7,934 17.03% Impervious Area 380 4.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P9: PR-DA9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 YR Rainfall=3.39" Runoff Area=46,585 sf Runoff Volume=0.017 af Runoff Depth>0.19" Tc=5.0 min UI Adjusted CN=51 0.07 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 28HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.972 ac, 58.46% Impervious, Inflow Depth > 1.10" for 2 YR event Inflow = 5.07 cfs @ 12.08 hrs, Volume= 0.366 af Outflow = 5.07 cfs @ 12.08 hrs, Volume= 0.366 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=3.972 ac5.07 cfs5.07 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 29HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 10.780 ac, 28.28% Impervious, Inflow Depth = 0.00" for 2 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=10.780 ac 0.00 cfs0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 30HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.242 ac, 19.01% Impervious, Inflow Depth = 0.00" for 2 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=13.242 ac 0.00 cfs0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 31HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: Basin 3 Inflow Area = 0.335 ac, 0.97% Impervious, Inflow Depth > 0.00" for 2 YR event Inflow = 0.00 cfs @ 23.55 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 23.62 hrs, Volume= 0.000 af, Atten= 0%, Lag= 4.0 min Discarded = 0.00 cfs @ 23.62 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 22.00' @ 23.62 hrs Surf.Area= 3,345 sf Storage= 0 cf Plug-Flow detention time= 5.9 min calculated for 0.000 af (98% of inflow) Center-of-Mass det. time= 2.7 min ( 1,296.7 - 1,294.1 ) Volume Invert Avail.Storage Storage Description #1 22.00' 8,317 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 3,345 0 0 23.00 4,144 3,745 3,745 24.00 5,000 4,572 8,317 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 23.62 hrs HW=22.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 32HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 1P: Basin 3 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 Inflow Area=0.335 ac Peak Elev=22.00' Storage=0 cf 0.00 cfs0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 33HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 41P: SC-740 Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth > 3.15" for 2 YR event Inflow = 0.39 cfs @ 12.07 hrs, Volume= 0.030 af Outflow = 0.09 cfs @ 11.75 hrs, Volume= 0.030 af, Atten= 76%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.75 hrs, Volume= 0.030 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 37.40' @ 12.44 hrs Surf.Area= 492 sf Storage= 253 cf Plug-Flow detention time= 12.7 min calculated for 0.030 af (100% of inflow) Center-of-Mass det. time= 12.6 min ( 766.4 - 753.8 ) Volume Invert Avail.Storage Storage Description #1 36.50'468 cf Stone (Prismatic) Listed below (Recalc) 1,722 cf Overall - 551 cf Embedded = 1,171 cf x 40.0% Voids #2 37.00'551 cf ADS_StormTech SC-740 +Cap x 12 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 6 Chambers 1,020 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 36.50 492 0 0 40.00 492 1,722 1,722 Device Routing Invert Outlet Devices #1 Discarded 36.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.75 hrs HW=36.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 34HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 41P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.115 ac Peak Elev=37.40' Storage=253 cf 0.39 cfs 0.09 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 35HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 43P: SC-740 Inflow Area = 0.782 ac, 11.09% Impervious, Inflow Depth > 0.03" for 2 YR event Inflow = 0.00 cfs @ 16.94 hrs, Volume= 0.002 af Outflow = 0.00 cfs @ 16.96 hrs, Volume= 0.002 af, Atten= 0%, Lag= 1.2 min Discarded = 0.00 cfs @ 16.96 hrs, Volume= 0.002 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.50' @ 16.96 hrs Surf.Area= 256 sf Storage= 0 cf Plug-Flow detention time= 2.1 min calculated for 0.002 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 1,153.7 - 1,152.5 ) Volume Invert Avail.Storage Storage Description #1 19.50'248 cf Stone (Prismatic) Listed below (Recalc) 896 cf Overall - 276 cf Embedded = 620 cf x 40.0% Voids #2 20.00'276 cf ADS_StormTech SC-740 +Cap x 6 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 3 Chambers #3 24.50' 3,830 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,353 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 256 0 0 23.00 256 896 896 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 24.50 4 0 0 25.00 3,057 765 765 25.50 9,200 3,064 3,830 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 16.96 hrs HW=19.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 36HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 43P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Inflow Area=0.782 ac Peak Elev=19.50' Storage=0 cf 0.00 cfs0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 37HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 45P: SC-740 Inflow Area = 1.100 ac, 26.54% Impervious, Inflow Depth > 0.10" for 2 YR event Inflow = 0.02 cfs @ 13.75 hrs, Volume= 0.009 af Outflow = 0.02 cfs @ 13.78 hrs, Volume= 0.009 af, Atten= 0%, Lag= 2.2 min Discarded = 0.02 cfs @ 13.78 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.51' @ 13.78 hrs Surf.Area= 650 sf Storage= 2 cf Plug-Flow detention time= 2.5 min calculated for 0.009 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 1,033.3 - 1,031.6 ) Volume Invert Avail.Storage Storage Description #1 19.50'616 cf Stone (Prismatic) Listed below (Recalc) 2,275 cf Overall - 735 cf Embedded = 1,540 cf x 40.0% Voids #2 20.00'735 cf ADS_StormTech SC-740 +Cap x 16 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 8 Chambers #3 25.50' 4,609 cf Surface Ponding (Prismatic) Listed below (Recalc) 5,960 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 650 0 0 23.00 650 2,275 2,275 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 25.50 4 0 0 26.00 2,742 687 687 26.80 7,065 3,923 4,609 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 13.78 hrs HW=19.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 38HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 45P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=1.100 ac Peak Elev=19.51' Storage=2 cf 0.02 cfs0.02 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 39HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-1: Basin 1 Inflow Area = 5.211 ac, 58.50% Impervious, Inflow Depth > 1.16" for 2 YR event Inflow = 7.47 cfs @ 12.09 hrs, Volume= 0.502 af Outflow = 0.54 cfs @ 13.84 hrs, Volume= 0.500 af, Atten= 93%, Lag= 104.9 min Discarded = 0.54 cfs @ 13.84 hrs, Volume= 0.500 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 11.19' @ 13.84 hrs Surf.Area= 9,718 sf Storage= 10,179 cf Plug-Flow detention time= 201.3 min calculated for 0.500 af (100% of inflow) Center-of-Mass det. time= 198.6 min ( 1,033.2 - 834.6 ) Volume Invert Avail.Storage Storage Description #1 10.00' 69,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 10.00 7,554 0 0 11.00 9,153 8,354 8,354 12.00 12,072 10,613 18,966 13.00 14,291 13,182 32,148 14.00 16,502 15,397 47,544 15.00 18,637 17,570 65,114 15.25 19,361 4,750 69,863 Device Routing Invert Outlet Devices #1 Discarded 10.00'2.410 in/hr Exfiltration over Surface area #2 Primary 15.00'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.54 cfs @ 13.84 hrs HW=11.19' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.54 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 40HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-1: Basin 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=5.211 ac Peak Elev=11.19' Storage=10,179 cf 7.47 cfs 0.54 cfs0.54 cfs 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 41HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-2: Basin 2 Inflow Area = 4.434 ac, 56.76% Impervious, Inflow Depth > 0.79" for 2 YR event Inflow = 4.47 cfs @ 12.09 hrs, Volume= 0.291 af Outflow = 0.46 cfs @ 13.08 hrs, Volume= 0.290 af, Atten= 90%, Lag= 59.6 min Discarded = 0.46 cfs @ 13.08 hrs, Volume= 0.290 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 15.70' @ 13.08 hrs Surf.Area= 8,231 sf Storage= 5,477 cf Plug-Flow detention time= 111.9 min calculated for 0.290 af (100% of inflow) Center-of-Mass det. time= 110.0 min ( 938.0 - 828.0 ) Volume Invert Avail.Storage Storage Description #1 15.00' 52,072 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 15.00 7,393 0 0 16.00 8,588 7,991 7,991 17.00 9,841 9,215 17,205 18.00 12,169 11,005 28,210 19.00 13,810 12,990 41,200 19.75 15,184 10,873 52,072 Device Routing Invert Outlet Devices #1 Discarded 15.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.46 cfs @ 13.08 hrs HW=15.70' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.46 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 42HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-2: Basin 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=4.434 ac Peak Elev=15.70' Storage=5,477 cf 4.47 cfs 0.46 cfs0.46 cfs 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 43HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO1: BIO 1 Inflow Area = 0.791 ac, 76.45% Impervious, Inflow Depth > 1.84" for 2 YR event Inflow = 1.77 cfs @ 12.08 hrs, Volume= 0.121 af Outflow = 1.71 cfs @ 12.10 hrs, Volume= 0.120 af, Atten= 3%, Lag= 1.2 min Discarded = 0.06 cfs @ 12.10 hrs, Volume= 0.048 af Primary = 1.66 cfs @ 12.10 hrs, Volume= 0.072 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.69' @ 12.10 hrs Surf.Area= 999 sf Storage= 448 cf Plug-Flow detention time= 35.1 min calculated for 0.120 af (99% of inflow) Center-of-Mass det. time= 26.8 min ( 852.2 - 825.4 ) Volume Invert Avail.Storage Storage Description #1 19.00' 9,607 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.00 307 0 0 20.00 1,315 811 811 20.10 1,905 161 972 21.00 17,283 8,635 9,607 Device Routing Invert Outlet Devices #1 Discarded 19.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.06 cfs @ 12.10 hrs HW=19.69' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=1.65 cfs @ 12.10 hrs HW=19.69' (Free Discharge) 2=Orifice/Grate (Weir Controls 1.65 cfs @ 1.41 fps) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 44HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO1: BIO 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.791 ac Peak Elev=19.69' Storage=448 cf 1.77 cfs 1.71 cfs 0.06 cfs 1.66 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 45HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BIO 2 Inflow Area = 0.833 ac, 68.24% Impervious, Inflow Depth > 1.48" for 2 YR event Inflow = 1.48 cfs @ 12.08 hrs, Volume= 0.103 af Outflow = 0.50 cfs @ 12.40 hrs, Volume= 0.103 af, Atten= 66%, Lag= 19.1 min Discarded = 0.12 cfs @ 12.40 hrs, Volume= 0.089 af Primary = 0.38 cfs @ 12.40 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 22.82' @ 12.40 hrs Surf.Area= 2,084 sf Storage= 1,433 cf Plug-Flow detention time= 103.6 min calculated for 0.103 af (100% of inflow) Center-of-Mass det. time= 102.7 min ( 944.1 - 841.4 ) Volume Invert Avail.Storage Storage Description #1 22.00' 4,509 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 1,410 0 0 23.00 2,232 1,821 1,821 24.00 3,143 2,688 4,509 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.75'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.12 cfs @ 12.40 hrs HW=22.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.38 cfs @ 12.40 hrs HW=22.82' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.38 cfs @ 0.87 fps) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 46HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO2: BIO 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.833 ac Peak Elev=22.82' Storage=1,433 cf 1.48 cfs 0.50 cfs 0.12 cfs 0.38 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 47HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO3: BIO-3 Inflow Area = 0.807 ac, 75.97% Impervious, Inflow Depth > 1.84" for 2 YR event Inflow = 1.81 cfs @ 12.08 hrs, Volume= 0.124 af Outflow = 1.70 cfs @ 12.10 hrs, Volume= 0.124 af, Atten= 6%, Lag= 1.7 min Discarded = 0.08 cfs @ 12.10 hrs, Volume= 0.064 af Primary = 1.62 cfs @ 12.10 hrs, Volume= 0.060 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 23.68' @ 12.10 hrs Surf.Area= 1,401 sf Storage= 701 cf Plug-Flow detention time= 43.1 min calculated for 0.124 af (100% of inflow) Center-of-Mass det. time= 42.5 min ( 867.9 - 825.4 ) Volume Invert Avail.Storage Storage Description #1 23.00' 2,268 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 23.00 648 0 0 24.00 1,750 1,199 1,199 24.50 2,527 1,069 2,268 Device Routing Invert Outlet Devices #1 Discarded 23.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 12.10 hrs HW=23.68' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=1.62 cfs @ 12.10 hrs HW=23.68' (Free Discharge) 2=Orifice/Grate (Weir Controls 1.62 cfs @ 1.40 fps) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 48HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO3: BIO-3 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.807 ac Peak Elev=23.68' Storage=701 cf 1.81 cfs 1.70 cfs 0.08 cfs 1.62 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 49HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.207 ac, 0.00% Impervious, Inflow Depth > 0.17" for 2 YR event Inflow = 0.06 cfs @ 12.41 hrs, Volume= 0.017 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 2.77' @ 24.00 hrs Surf.Area= 10,465 sf Storage= 741 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2.70' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 50HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=1.207 ac Peak Elev=2.77' Storage=741 cf 0.06 cfs 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 51HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 2.480 ac, 0.00% Impervious, Inflow Depth > 0.15" for 2 YR event Inflow = 0.08 cfs @ 12.44 hrs, Volume= 0.030 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.66' @ 24.00 hrs Surf.Area= 21,231 sf Storage= 1,311 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.60' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 52HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=2.480 ac Peak Elev=3.66' Storage=1,311 cf 0.08 cfs 0.00 cfs Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 53HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.034 ac, 0.00% Impervious, Inflow Depth > 0.12" for 2 YR event Inflow = 0.04 cfs @ 13.89 hrs, Volume= 0.021 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.12' @ 24.00 hrs Surf.Area= 7,748 sf Storage= 899 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=8.00' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 2 YR Rainfall=3.39"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 54HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=2.034 ac Peak Elev=8.12' Storage=899 cf 0.04 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 55HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=173,018 sf 58.46% Impervious Runoff Depth>2.23"Subcatchment 1S: PR-DA-1 Tc=5.0 min CN=73 Runoff=10.70 cfs 0.738 af Runoff Area=5,000 sf 100.00% Impervious Runoff Depth>4.70"Subcatchment 28S: TYP ROOF SIZING Tc=5.0 min CN=98 Runoff=0.57 cfs 0.045 af Runoff Area=34,452 sf 76.45% Impervious Runoff Depth>3.21"Subcatchment BIO-1: BIO-1 Tc=5.0 min CN=84 Runoff=3.07 cfs 0.212 af Runoff Area=36,300 sf 68.24% Impervious Runoff Depth>2.75"Subcatchment BIO-2: BIO-2 Tc=5.0 min CN=79 Runoff=2.79 cfs 0.191 af Runoff Area=35,162 sf 75.97% Impervious Runoff Depth>3.21"Subcatchment BIO-3: BIO-3 Tc=5.0 min CN=84 Runoff=3.13 cfs 0.216 af Runoff Area=190,014 sf 0.00% Impervious Runoff Depth>0.08"Subcatchment P10: PR-DA-10 Tc=5.0 min CN=35 Runoff=0.04 cfs 0.027 af Runoff Area=52,570 sf 0.00% Impervious Runoff Depth>0.67"Subcatchment P11: PR-DA11 Tc=5.0 min CN=50 Runoff=0.60 cfs 0.067 af Runoff Area=108,026 sf 0.00% Impervious Runoff Depth>0.61"Subcatchment P12: PR-DA12 Tc=5.0 min CN=49 Runoff=1.05 cfs 0.127 af Runoff Area=32,038 sf 3.96% Impervious Runoff Depth>0.22"Subcatchment P13: PR-DA-13 Tc=5.0 min UI Adjusted CN=40 Runoff=0.04 cfs 0.014 af Runoff Area=187,032 sf 0.00% Impervious Runoff Depth>0.10"Subcatchment P14: PR-DA-14 Tc=5.0 min CN=36 Runoff=0.06 cfs 0.036 af Runoff Area=14,573 sf 0.97% Impervious Runoff Depth>0.19"Subcatchment P2: PR-DA-2 Tc=5.0 min UI Adjusted CN=39 Runoff=0.01 cfs 0.005 af Runoff Area=88,593 sf 0.00% Impervious Runoff Depth>0.56"Subcatchment P3: PR-DA-3 Flow Length=574' Tc=26.1 min CN=48 Runoff=0.48 cfs 0.095 af Runoff Area=47,075 sf 19.25% Impervious Runoff Depth>0.67"Subcatchment P4: PR-DA4 Tc=5.0 min CN=50 Runoff=0.54 cfs 0.060 af Runoff Area=145,971 sf 67.50% Impervious Runoff Depth>2.75"Subcatchment P5: PR-DA5 Flow Length=1,117' Tc=5.7 min CN=79 Runoff=10.93 cfs 0.767 af Runoff Area=34,083 sf 11.09% Impervious Runoff Depth>0.30"Subcatchment P6: PR-DA-6 Tc=5.0 min UI Adjusted CN=42 Runoff=0.08 cfs 0.019 af Runoff Area=47,897 sf 26.54% Impervious Runoff Depth>0.52"Subcatchment P7: PR-DA-7 Tc=5.0 min UI Adjusted CN=47 Runoff=0.31 cfs 0.047 af Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 56HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Runoff Area=37,822 sf 60.71% Impervious Runoff Depth>2.40"Subcatchment P8a: PR-DA8a Flow Length=626' Tc=5.0 min CN=75 Runoff=2.53 cfs 0.174 af Runoff Area=36,807 sf 71.01% Impervious Runoff Depth>2.93"Subcatchment P8b: PR-DA8b Flow Length=432' Tc=5.0 min CN=81 Runoff=3.01 cfs 0.206 af Runoff Area=46,585 sf 17.03% Impervious Runoff Depth>0.72"Subcatchment P9: PR-DA9 Tc=5.0 min UI Adjusted CN=51 Runoff=0.62 cfs 0.064 af Inflow=10.70 cfs 0.738 afReach DP-1: DP-1 Outflow=10.70 cfs 0.738 af Inflow=0.04 cfs 0.027 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=0.04 cfs 0.027 af Inflow=0.06 cfs 0.036 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=0.06 cfs 0.036 af Peak Elev=22.00' Storage=3 cf Inflow=0.01 cfs 0.005 afPond 1P: Basin 3 Outflow=0.01 cfs 0.005 af Peak Elev=38.06' Storage=496 cf Inflow=0.57 cfs 0.045 afPond 41P: SC-740 Outflow=0.09 cfs 0.045 af Peak Elev=19.78' Storage=29 cf Inflow=0.08 cfs 0.019 afPond 43P: SC-740 Outflow=0.05 cfs 0.019 af Peak Elev=20.20' Storage=235 cf Inflow=0.31 cfs 0.047 afPond 45P: SC-740 Outflow=0.12 cfs 0.047 af Peak Elev=12.34' Storage=23,232 cf Inflow=14.44 cfs 0.981 afPond B-1: Basin 1 Discarded=0.72 cfs 0.724 af Primary=0.00 cfs 0.000 af Outflow=0.72 cfs 0.724 af Peak Elev=16.85' Storage=15,748 cf Inflow=10.62 cfs 0.648 afPond B-2: Basin 2 Discarded=0.54 cfs 0.543 af Primary=0.00 cfs 0.000 af Outflow=0.54 cfs 0.543 af Peak Elev=19.77' Storage=538 cf Inflow=3.07 cfs 0.212 afPond BIO1: BIO 1 Discarded=0.06 cfs 0.058 af Primary=2.92 cfs 0.149 af Outflow=2.98 cfs 0.207 af Peak Elev=22.97' Storage=1,754 cf Inflow=2.79 cfs 0.191 afPond BIO2: BIO 2 Discarded=0.12 cfs 0.116 af Primary=2.12 cfs 0.074 af Outflow=2.24 cfs 0.191 af Peak Elev=23.77' Storage=827 cf Inflow=3.13 cfs 0.216 afPond BIO3: BIO-3 Discarded=0.08 cfs 0.079 af Primary=2.90 cfs 0.134 af Outflow=2.98 cfs 0.213 af Peak Elev=2.97' Storage=2,921 cf Inflow=0.60 cfs 0.067 afPond P-B: POND B Outflow=0.00 cfs 0.000 af Peak Elev=3.86' Storage=5,533 cf Inflow=1.05 cfs 0.127 afPond P-C: POND C Outflow=0.00 cfs 0.000 af Peak Elev=8.52' Storage=4,126 cf Inflow=0.48 cfs 0.095 afPond P-D: POND D Outflow=0.00 cfs 0.000 af Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 57HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Total Runoff Area = 31.061 ac Runoff Volume = 3.111 af Average Runoff Depth = 1.20" 72.91% Pervious = 22.647 ac 27.09% Impervious = 8.414 ac Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 58HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR-DA-1 Runoff = 10.70 cfs @ 12.08 hrs, Volume= 0.738 af, Depth> 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 66,428 39 >75% Grass cover, Good, HSG A 94,112 98 Paved parking, HSG A 7,041 98 Stormwater Management Area 5,437 30 Woods, Good, HSG A 173,018 73 Weighted Average 71,865 41.54% Pervious Area 101,153 58.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment 1S: PR-DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=173,018 sf Runoff Volume=0.738 af Runoff Depth>2.23" Tc=5.0 min CN=73 10.70 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 59HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: TYP ROOF SIZING Runoff = 0.57 cfs @ 12.07 hrs, Volume= 0.045 af, Depth> 4.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 5,000 98 Roofs, HSG A 5,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 28S: TYP ROOF SIZING Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=5,000 sf Runoff Volume=0.045 af Runoff Depth>4.70" Tc=5.0 min CN=98 0.57 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 60HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-1: BIO-1 Runoff = 3.07 cfs @ 12.07 hrs, Volume= 0.212 af, Depth> 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 8,112 39 >75% Grass cover, Good, HSG A 26,340 98 Paved parking, HSG A 34,452 84 Weighted Average 8,112 23.55% Pervious Area 26,340 76.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-1: BIO-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=34,452 sf Runoff Volume=0.212 af Runoff Depth>3.21" Tc=5.0 min CN=84 3.07 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 61HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-2: BIO-2 Runoff = 2.79 cfs @ 12.07 hrs, Volume= 0.191 af, Depth> 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 11,530 39 >75% Grass cover, Good, HSG A 24,660 98 Paved parking, HSG A 110 98 Roofs, HSG A 36,300 79 Weighted Average 11,530 31.76% Pervious Area 24,770 68.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-2: BIO-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=36,300 sf Runoff Volume=0.191 af Runoff Depth>2.75" Tc=5.0 min CN=79 2.79 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 62HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-3: BIO-3 Runoff = 3.13 cfs @ 12.07 hrs, Volume= 0.216 af, Depth> 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 8,449 39 >75% Grass cover, Good, HSG A 26,493 98 Paved parking, HSG A 220 98 Roofs, HSG A 35,162 84 Weighted Average 8,449 24.03% Pervious Area 26,713 75.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-3: BIO-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=35,162 sf Runoff Volume=0.216 af Runoff Depth>3.21" Tc=5.0 min CN=84 3.13 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 63HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P10: PR-DA-10 Runoff = 0.04 cfs @ 15.23 hrs, Volume= 0.027 af, Depth> 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 89,869 39 >75% Grass cover, Good, HSG A 99,905 32 Woods/grass comb., Good, HSG A 240 76 Gravel roads, HSG A 190,014 35 Weighted Average 190,014 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P10: PR-DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=190,014 sf Runoff Volume=0.027 af Runoff Depth>0.08" Tc=5.0 min CN=35 0.04 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 64HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P11: PR-DA11 Runoff = 0.60 cfs @ 12.11 hrs, Volume= 0.067 af, Depth> 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 36,250 39 >75% Grass cover, Good, HSG A 5,060 30 Woods, Good, HSG A 10,273 98 Water Surface, 0% imp, HSG A 987 76 Gravel roads, HSG A 52,570 50 Weighted Average 52,570 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P11: PR-DA11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=52,570 sf Runoff Volume=0.067 af Runoff Depth>0.67" Tc=5.0 min CN=50 0.60 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 65HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P12: PR-DA12 Runoff = 1.05 cfs @ 12.11 hrs, Volume= 0.127 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 74,064 39 >75% Grass cover, Good, HSG A 13,150 30 Woods, Good, HSG A 20,812 98 Water Surface, 0% imp, HSG A 0 98 Paved parking, HSG A 108,026 49 Weighted Average 108,026 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P12: PR-DA12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=108,026 sf Runoff Volume=0.127 af Runoff Depth>0.61" Tc=5.0 min CN=49 1.05 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 66HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P13: PR-DA-13 Runoff = 0.04 cfs @ 12.43 hrs, Volume= 0.014 af, Depth> 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Adj Description 30,218 39 >75% Grass cover, Good, HSG A * 1,270 98 Unconnected Impervious, HSG A 550 30 Woods, Good, HSG A 32,038 41 40 Weighted Average, UI Adjusted 30,768 96.04% Pervious Area 1,270 3.96% Impervious Area 1,270 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P13: PR-DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=32,038 sf Runoff Volume=0.014 af Runoff Depth>0.22" Tc=5.0 min UI Adjusted CN=40 0.04 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 67HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P14: PR-DA-14 Runoff = 0.06 cfs @ 14.93 hrs, Volume= 0.036 af, Depth> 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 124,219 39 >75% Grass cover, Good, HSG A 62,813 30 Woods, Good, HSG A 187,032 36 Weighted Average 187,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P14: PR-DA-14 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=187,032 sf Runoff Volume=0.036 af Runoff Depth>0.10" Tc=5.0 min CN=36 0.06 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 68HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PR-DA-2 Runoff = 0.01 cfs @ 12.47 hrs, Volume= 0.005 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Adj Description 14,431 39 >75% Grass cover, Good, HSG A * 142 98 Unconnected Impervious, HSG A 14,573 40 39 Weighted Average, UI Adjusted 14,431 99.03% Pervious Area 142 0.97% Impervious Area 142 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P2: PR-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=14,573 sf Runoff Volume=0.005 af Runoff Depth>0.19" Tc=5.0 min UI Adjusted CN=39 0.01 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 69HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P3: PR-DA-3 Runoff = 0.48 cfs @ 12.55 hrs, Volume= 0.095 af, Depth> 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 72,419 39 >75% Grass cover, Good, HSG A 7,200 76 Gravel roads, HSG A 8,974 98 Water Surface, 0% imp, HSG A 88,593 48 Weighted Average 88,593 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 50 0.0380 0.20 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 20.8 400 0.0021 0.32 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0270 2.65 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 0.6 50 0.0400 1.40 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 26.1 574 Total Subcatchment P3: PR-DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=88,593 sf Runoff Volume=0.095 af Runoff Depth>0.56" Flow Length=574' Tc=26.1 min CN=48 0.48 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 70HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P4: PR-DA4 Runoff = 0.54 cfs @ 12.11 hrs, Volume= 0.060 af, Depth> 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 38,011 39 >75% Grass cover, Good, HSG A * 500 98 Unconnected impervious, HSG A 8,564 98 Stormwater Basin; Water Surface, HSG A 47,075 50 Weighted Average 38,011 80.75% Pervious Area 9,064 19.25% Impervious Area 500 5.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P4: PR-DA4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=47,075 sf Runoff Volume=0.060 af Runoff Depth>0.67" Tc=5.0 min CN=50 0.54 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 71HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P5: PR-DA5 Runoff = 10.93 cfs @ 12.08 hrs, Volume= 0.767 af, Depth> 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 47,436 39 >75% Grass cover, Good, HSG A 97,655 98 Paved parking, HSG A 880 98 Unconnected roofs, HSG A 145,971 79 Weighted Average 47,436 32.50% Pervious Area 98,535 67.50% Impervious Area 880 0.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 40 0.0100 0.89 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 80 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 1.1 212 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.2 269 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 2.0 516 0.0050 4.20 7.43 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 5.7 1,117 Total Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 72HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P5: PR-DA5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=145,971 sf Runoff Volume=0.767 af Runoff Depth>2.75" Flow Length=1,117' Tc=5.7 min CN=79 10.93 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 73HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P6: PR-DA-6 Runoff = 0.08 cfs @ 12.37 hrs, Volume= 0.019 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Adj Description 30,303 39 >75% Grass cover, Good, HSG A * 3,780 98 Unconnected Impervious, HSG A 34,083 46 42 Weighted Average, UI Adjusted 30,303 88.91% Pervious Area 3,780 11.09% Impervious Area 3,780 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P6: PR-DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=34,083 sf Runoff Volume=0.019 af Runoff Depth>0.30" Tc=5.0 min UI Adjusted CN=42 0.08 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 74HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P7: PR-DA-7 Runoff = 0.31 cfs @ 12.13 hrs, Volume= 0.047 af, Depth> 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Adj Description 35,185 39 >75% Grass cover, Good, HSG A * 12,712 98 Unconnected Impervious, HSG A 47,897 55 47 Weighted Average, UI Adjusted 35,185 73.46% Pervious Area 12,712 26.54% Impervious Area 12,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P7: PR-DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=47,897 sf Runoff Volume=0.047 af Runoff Depth>0.52" Tc=5.0 min UI Adjusted CN=47 0.31 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 75HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8a: PR-DA8a Runoff = 2.53 cfs @ 12.08 hrs, Volume= 0.174 af, Depth> 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 14,861 39 >75% Grass cover, Good, HSG A 22,741 98 Paved parking, HSG A 220 98 Roofs, HSG A 37,822 75 Weighted Average 14,861 39.29% Pervious Area 22,961 60.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0100 0.94 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 1.1 137 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 0.2 48 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.1 241 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 1.2 Direct Entry, Added Tc 5.0 626 Total Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 76HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8a: PR-DA8a Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=37,822 sf Runoff Volume=0.174 af Runoff Depth>2.40" Flow Length=626' Tc=5.0 min CN=75 2.53 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 77HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8b: PR-DA8b Runoff = 3.01 cfs @ 12.07 hrs, Volume= 0.206 af, Depth> 2.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Description 10,671 39 >75% Grass cover, Good, HSG A 25,176 98 Paved parking, HSG A 960 98 Roofs, HSG A 36,807 81 Weighted Average 10,671 28.99% Pervious Area 26,136 71.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 86 0.0100 1.04 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 196 0.0100 4.54 3.56 Pipe Channel, B-C 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, C-D 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 2.4 Direct Entry, Added Tc 5.0 432 Total Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 78HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8b: PR-DA8b Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=36,807 sf Runoff Volume=0.206 af Runoff Depth>2.93" Flow Length=432' Tc=5.0 min CN=81 3.01 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 79HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P9: PR-DA9 Runoff = 0.62 cfs @ 12.10 hrs, Volume= 0.064 af, Depth> 0.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10 YR Rainfall=4.94" Area (sf) CN Adj Description 35,279 39 >75% Grass cover, Good, HSG A * 380 98 Unconnected impervious, HSG A 7,554 98 Stormwater Basin; Water Surface, HSG A 3,372 76 Gravel roads, HSG A 46,585 52 51 Weighted Average, UI Adjusted 38,651 82.97% Pervious Area 7,934 17.03% Impervious Area 380 4.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P9: PR-DA9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10 YR Rainfall=4.94" Runoff Area=46,585 sf Runoff Volume=0.064 af Runoff Depth>0.72" Tc=5.0 min UI Adjusted CN=51 0.62 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 80HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.972 ac, 58.46% Impervious, Inflow Depth > 2.23" for 10 YR event Inflow = 10.70 cfs @ 12.08 hrs, Volume= 0.738 af Outflow = 10.70 cfs @ 12.08 hrs, Volume= 0.738 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.972 ac10.70 cfs10.70 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 81HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 10.780 ac, 28.28% Impervious, Inflow Depth > 0.03" for 10 YR event Inflow = 0.04 cfs @ 15.23 hrs, Volume= 0.027 af Outflow = 0.04 cfs @ 15.23 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=10.780 ac 0.04 cfs0.04 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 82HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.242 ac, 19.01% Impervious, Inflow Depth > 0.03" for 10 YR event Inflow = 0.06 cfs @ 14.93 hrs, Volume= 0.036 af Outflow = 0.06 cfs @ 14.93 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=13.242 ac 0.06 cfs0.06 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 83HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: Basin 3 Inflow Area = 0.335 ac, 0.97% Impervious, Inflow Depth > 0.19" for 10 YR event Inflow = 0.01 cfs @ 12.47 hrs, Volume= 0.005 af Outflow = 0.01 cfs @ 12.90 hrs, Volume= 0.005 af, Atten= 15%, Lag= 25.9 min Discarded = 0.01 cfs @ 12.90 hrs, Volume= 0.005 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 22.00' @ 12.90 hrs Surf.Area= 3,346 sf Storage= 3 cf Plug-Flow detention time= 5.9 min calculated for 0.005 af (100% of inflow) Center-of-Mass det. time= 4.0 min ( 1,016.4 - 1,012.3 ) Volume Invert Avail.Storage Storage Description #1 22.00' 8,317 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 3,345 0 0 23.00 4,144 3,745 3,745 24.00 5,000 4,572 8,317 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 12.90 hrs HW=22.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 84HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 1P: Basin 3 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Inflow Area=0.335 ac Peak Elev=22.00' Storage=3 cf 0.01 cfs 0.01 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 85HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 41P: SC-740 Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth > 4.70" for 10 YR event Inflow = 0.57 cfs @ 12.07 hrs, Volume= 0.045 af Outflow = 0.09 cfs @ 11.65 hrs, Volume= 0.045 af, Atten= 84%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.65 hrs, Volume= 0.045 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 38.06' @ 12.52 hrs Surf.Area= 492 sf Storage= 496 cf Plug-Flow detention time= 27.9 min calculated for 0.045 af (100% of inflow) Center-of-Mass det. time= 27.8 min ( 774.6 - 746.8 ) Volume Invert Avail.Storage Storage Description #1 36.50'468 cf Stone (Prismatic) Listed below (Recalc) 1,722 cf Overall - 551 cf Embedded = 1,171 cf x 40.0% Voids #2 37.00'551 cf ADS_StormTech SC-740 +Cap x 12 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 6 Chambers 1,020 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 36.50 492 0 0 40.00 492 1,722 1,722 Device Routing Invert Outlet Devices #1 Discarded 36.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.65 hrs HW=36.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 86HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 41P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.115 ac Peak Elev=38.06' Storage=496 cf 0.57 cfs 0.09 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 87HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 43P: SC-740 Inflow Area = 0.782 ac, 11.09% Impervious, Inflow Depth > 0.30" for 10 YR event Inflow = 0.08 cfs @ 12.37 hrs, Volume= 0.019 af Outflow = 0.05 cfs @ 12.26 hrs, Volume= 0.019 af, Atten= 37%, Lag= 0.0 min Discarded = 0.05 cfs @ 12.26 hrs, Volume= 0.019 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.78' @ 12.57 hrs Surf.Area= 256 sf Storage= 29 cf Plug-Flow detention time= 3.1 min calculated for 0.019 af (100% of inflow) Center-of-Mass det. time= 2.5 min ( 976.6 - 974.1 ) Volume Invert Avail.Storage Storage Description #1 19.50'248 cf Stone (Prismatic) Listed below (Recalc) 896 cf Overall - 276 cf Embedded = 620 cf x 40.0% Voids #2 20.00'276 cf ADS_StormTech SC-740 +Cap x 6 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 3 Chambers #3 24.50' 3,830 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,353 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 256 0 0 23.00 256 896 896 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 24.50 4 0 0 25.00 3,057 765 765 25.50 9,200 3,064 3,830 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.26 hrs HW=19.56' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 88HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 43P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.782 ac Peak Elev=19.78' Storage=29 cf 0.08 cfs 0.05 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 89HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 45P: SC-740 Inflow Area = 1.100 ac, 26.54% Impervious, Inflow Depth > 0.52" for 10 YR event Inflow = 0.31 cfs @ 12.13 hrs, Volume= 0.047 af Outflow = 0.12 cfs @ 12.09 hrs, Volume= 0.047 af, Atten= 60%, Lag= 0.0 min Discarded = 0.12 cfs @ 12.09 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 20.20' @ 12.60 hrs Surf.Area= 650 sf Storage= 235 cf Plug-Flow detention time= 10.5 min calculated for 0.047 af (100% of inflow) Center-of-Mass det. time= 9.9 min ( 942.1 - 932.3 ) Volume Invert Avail.Storage Storage Description #1 19.50'616 cf Stone (Prismatic) Listed below (Recalc) 2,275 cf Overall - 735 cf Embedded = 1,540 cf x 40.0% Voids #2 20.00'735 cf ADS_StormTech SC-740 +Cap x 16 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 8 Chambers #3 25.50' 4,609 cf Surface Ponding (Prismatic) Listed below (Recalc) 5,960 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 650 0 0 23.00 650 2,275 2,275 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 25.50 4 0 0 26.00 2,742 687 687 26.80 7,065 3,923 4,609 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 12.09 hrs HW=19.59' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 90HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 45P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.100 ac Peak Elev=20.20' Storage=235 cf 0.31 cfs 0.12 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 91HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-1: Basin 1 Inflow Area = 5.211 ac, 58.50% Impervious, Inflow Depth > 2.26" for 10 YR event Inflow = 14.44 cfs @ 12.09 hrs, Volume= 0.981 af Outflow = 0.72 cfs @ 14.87 hrs, Volume= 0.724 af, Atten= 95%, Lag= 167.2 min Discarded = 0.72 cfs @ 14.87 hrs, Volume= 0.724 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 12.34' @ 14.87 hrs Surf.Area= 12,832 sf Storage= 23,232 cf Plug-Flow detention time= 295.1 min calculated for 0.724 af (74% of inflow) Center-of-Mass det. time= 210.0 min ( 1,030.4 - 820.5 ) Volume Invert Avail.Storage Storage Description #1 10.00' 69,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 10.00 7,554 0 0 11.00 9,153 8,354 8,354 12.00 12,072 10,613 18,966 13.00 14,291 13,182 32,148 14.00 16,502 15,397 47,544 15.00 18,637 17,570 65,114 15.25 19,361 4,750 69,863 Device Routing Invert Outlet Devices #1 Discarded 10.00'2.410 in/hr Exfiltration over Surface area #2 Primary 15.00'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.72 cfs @ 14.87 hrs HW=12.34' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.72 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 92HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-1: Basin 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.211 ac Peak Elev=12.34' Storage=23,232 cf 14.44 cfs 0.72 cfs0.72 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 93HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-2: Basin 2 Inflow Area = 4.434 ac, 56.76% Impervious, Inflow Depth > 1.75" for 10 YR event Inflow = 10.62 cfs @ 12.10 hrs, Volume= 0.648 af Outflow = 0.54 cfs @ 14.32 hrs, Volume= 0.543 af, Atten= 95%, Lag= 133.6 min Discarded = 0.54 cfs @ 14.32 hrs, Volume= 0.543 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 16.85' @ 14.32 hrs Surf.Area= 9,654 sf Storage= 15,748 cf Plug-Flow detention time= 289.0 min calculated for 0.543 af (84% of inflow) Center-of-Mass det. time= 228.7 min ( 1,040.0 - 811.3 ) Volume Invert Avail.Storage Storage Description #1 15.00' 52,072 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 15.00 7,393 0 0 16.00 8,588 7,991 7,991 17.00 9,841 9,215 17,205 18.00 12,169 11,005 28,210 19.00 13,810 12,990 41,200 19.75 15,184 10,873 52,072 Device Routing Invert Outlet Devices #1 Discarded 15.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.54 cfs @ 14.32 hrs HW=16.85' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.54 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 94HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-2: Basin 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.434 ac Peak Elev=16.85' Storage=15,748 cf 10.62 cfs 0.54 cfs0.54 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 95HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO1: BIO 1 Inflow Area = 0.791 ac, 76.45% Impervious, Inflow Depth > 3.21" for 10 YR event Inflow = 3.07 cfs @ 12.07 hrs, Volume= 0.212 af Outflow = 2.98 cfs @ 12.09 hrs, Volume= 0.207 af, Atten= 3%, Lag= 1.1 min Discarded = 0.06 cfs @ 12.09 hrs, Volume= 0.058 af Primary = 2.92 cfs @ 12.09 hrs, Volume= 0.149 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.77' @ 12.09 hrs Surf.Area= 1,086 sf Storage= 538 cf Plug-Flow detention time= 26.2 min calculated for 0.207 af (98% of inflow) Center-of-Mass det. time= 12.8 min ( 822.3 - 809.5 ) Volume Invert Avail.Storage Storage Description #1 19.00' 9,607 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.00 307 0 0 20.00 1,315 811 811 20.10 1,905 161 972 21.00 17,283 8,635 9,607 Device Routing Invert Outlet Devices #1 Discarded 19.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.06 cfs @ 12.09 hrs HW=19.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=2.92 cfs @ 12.09 hrs HW=19.77' (Free Discharge) 2=Orifice/Grate (Weir Controls 2.92 cfs @ 1.71 fps) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 96HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO1: BIO 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.791 ac Peak Elev=19.77' Storage=538 cf 3.07 cfs 2.98 cfs 0.06 cfs 2.92 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 97HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BIO 2 Inflow Area = 0.833 ac, 68.24% Impervious, Inflow Depth > 2.75" for 10 YR event Inflow = 2.79 cfs @ 12.07 hrs, Volume= 0.191 af Outflow = 2.24 cfs @ 12.13 hrs, Volume= 0.191 af, Atten= 20%, Lag= 3.4 min Discarded = 0.12 cfs @ 12.13 hrs, Volume= 0.116 af Primary = 2.12 cfs @ 12.13 hrs, Volume= 0.074 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 22.97' @ 12.13 hrs Surf.Area= 2,207 sf Storage= 1,754 cf Plug-Flow detention time= 79.3 min calculated for 0.190 af (100% of inflow) Center-of-Mass det. time= 78.4 min ( 901.9 - 823.5 ) Volume Invert Avail.Storage Storage Description #1 22.00' 4,509 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 1,410 0 0 23.00 2,232 1,821 1,821 24.00 3,143 2,688 4,509 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.75'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.12 cfs @ 12.13 hrs HW=22.97' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=2.11 cfs @ 12.13 hrs HW=22.97' (Free Discharge) 2=Orifice/Grate (Weir Controls 2.11 cfs @ 1.53 fps) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 98HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO2: BIO 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.833 ac Peak Elev=22.97' Storage=1,754 cf 2.79 cfs 2.24 cfs 0.12 cfs 2.12 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 99HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO3: BIO-3 Inflow Area = 0.807 ac, 75.97% Impervious, Inflow Depth > 3.21" for 10 YR event Inflow = 3.13 cfs @ 12.07 hrs, Volume= 0.216 af Outflow = 2.98 cfs @ 12.10 hrs, Volume= 0.213 af, Atten= 5%, Lag= 1.5 min Discarded = 0.08 cfs @ 12.10 hrs, Volume= 0.079 af Primary = 2.90 cfs @ 12.10 hrs, Volume= 0.134 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 23.77' @ 12.10 hrs Surf.Area= 1,497 sf Storage= 827 cf Plug-Flow detention time= 35.8 min calculated for 0.213 af (98% of inflow) Center-of-Mass det. time= 26.5 min ( 836.0 - 809.5 ) Volume Invert Avail.Storage Storage Description #1 23.00' 2,268 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 23.00 648 0 0 24.00 1,750 1,199 1,199 24.50 2,527 1,069 2,268 Device Routing Invert Outlet Devices #1 Discarded 23.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.08 cfs @ 12.10 hrs HW=23.77' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=2.89 cfs @ 12.10 hrs HW=23.77' (Free Discharge) 2=Orifice/Grate (Weir Controls 2.89 cfs @ 1.70 fps) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 100HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO3: BIO-3 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.807 ac Peak Elev=23.77' Storage=827 cf 3.13 cfs 2.98 cfs 0.08 cfs 2.90 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 101HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.207 ac, 0.00% Impervious, Inflow Depth > 0.67" for 10 YR event Inflow = 0.60 cfs @ 12.11 hrs, Volume= 0.067 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 2.97' @ 24.00 hrs Surf.Area= 11,011 sf Storage= 2,921 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2.70' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 102HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.207 ac Peak Elev=2.97' Storage=2,921 cf 0.60 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 103HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 2.480 ac, 0.00% Impervious, Inflow Depth > 0.61" for 10 YR event Inflow = 1.05 cfs @ 12.11 hrs, Volume= 0.127 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.86' @ 24.00 hrs Surf.Area= 22,526 sf Storage= 5,533 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.60' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 104HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=2.480 ac Peak Elev=3.86' Storage=5,533 cf 1.05 cfs 0.00 cfs Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 105HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.034 ac, 0.00% Impervious, Inflow Depth > 0.56" for 10 YR event Inflow = 0.48 cfs @ 12.55 hrs, Volume= 0.095 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.52' @ 24.00 hrs Surf.Area= 8,307 sf Storage= 4,126 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=8.00' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 10 YR Rainfall=4.94"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 106HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.034 ac Peak Elev=8.52' Storage=4,126 cf 0.48 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 107HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=173,018 sf 58.46% Impervious Runoff Depth>3.01"Subcatchment 1S: PR-DA-1 Tc=5.0 min CN=73 Runoff=14.54 cfs 0.997 af Runoff Area=5,000 sf 100.00% Impervious Runoff Depth>5.67"Subcatchment 28S: TYP ROOF SIZING Tc=5.0 min CN=98 Runoff=0.69 cfs 0.054 af Runoff Area=34,452 sf 76.45% Impervious Runoff Depth>4.11"Subcatchment BIO-1: BIO-1 Tc=5.0 min CN=84 Runoff=3.90 cfs 0.271 af Runoff Area=36,300 sf 68.24% Impervious Runoff Depth>3.60"Subcatchment BIO-2: BIO-2 Tc=5.0 min CN=79 Runoff=3.64 cfs 0.250 af Runoff Area=35,162 sf 75.97% Impervious Runoff Depth>4.11"Subcatchment BIO-3: BIO-3 Tc=5.0 min CN=84 Runoff=3.98 cfs 0.276 af Runoff Area=190,014 sf 0.00% Impervious Runoff Depth>0.23"Subcatchment P10: PR-DA-10 Tc=5.0 min CN=35 Runoff=0.19 cfs 0.084 af Runoff Area=52,570 sf 0.00% Impervious Runoff Depth>1.10"Subcatchment P11: PR-DA11 Tc=5.0 min CN=50 Runoff=1.26 cfs 0.110 af Runoff Area=108,026 sf 0.00% Impervious Runoff Depth>1.03"Subcatchment P12: PR-DA12 Tc=5.0 min CN=49 Runoff=2.32 cfs 0.212 af Runoff Area=32,038 sf 3.96% Impervious Runoff Depth>0.47"Subcatchment P13: PR-DA-13 Tc=5.0 min UI Adjusted CN=40 Runoff=0.15 cfs 0.029 af Runoff Area=187,032 sf 0.00% Impervious Runoff Depth>0.27"Subcatchment P14: PR-DA-14 Tc=5.0 min CN=36 Runoff=0.29 cfs 0.098 af Runoff Area=14,573 sf 0.97% Impervious Runoff Depth>0.42"Subcatchment P2: PR-DA-2 Tc=5.0 min UI Adjusted CN=39 Runoff=0.05 cfs 0.012 af Runoff Area=88,593 sf 0.00% Impervious Runoff Depth>0.95"Subcatchment P3: PR-DA-3 Flow Length=574' Tc=26.1 min CN=48 Runoff=1.02 cfs 0.161 af Runoff Area=47,075 sf 19.25% Impervious Runoff Depth>1.10"Subcatchment P4: PR-DA4 Tc=5.0 min CN=50 Runoff=1.12 cfs 0.099 af Runoff Area=145,971 sf 67.50% Impervious Runoff Depth>3.60"Subcatchment P5: PR-DA5 Flow Length=1,117' Tc=5.7 min CN=79 Runoff=14.27 cfs 1.004 af Runoff Area=34,083 sf 11.09% Impervious Runoff Depth>0.58"Subcatchment P6: PR-DA-6 Tc=5.0 min UI Adjusted CN=42 Runoff=0.23 cfs 0.038 af Runoff Area=47,897 sf 26.54% Impervious Runoff Depth>0.89"Subcatchment P7: PR-DA-7 Tc=5.0 min UI Adjusted CN=47 Runoff=0.81 cfs 0.082 af Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 108HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Runoff Area=37,822 sf 60.71% Impervious Runoff Depth>3.20"Subcatchment P8a: PR-DA8a Flow Length=626' Tc=5.0 min CN=75 Runoff=3.38 cfs 0.232 af Runoff Area=36,807 sf 71.01% Impervious Runoff Depth>3.80"Subcatchment P8b: PR-DA8b Flow Length=432' Tc=5.0 min CN=81 Runoff=3.88 cfs 0.267 af Runoff Area=46,585 sf 17.03% Impervious Runoff Depth>1.17"Subcatchment P9: PR-DA9 Tc=5.0 min UI Adjusted CN=51 Runoff=1.22 cfs 0.104 af Inflow=14.54 cfs 0.997 afReach DP-1: DP-1 Outflow=14.54 cfs 0.997 af Inflow=0.19 cfs 0.084 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=0.19 cfs 0.084 af Inflow=0.29 cfs 0.098 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=0.29 cfs 0.098 af Peak Elev=22.01' Storage=18 cf Inflow=0.05 cfs 0.012 afPond 1P: Basin 3 Outflow=0.05 cfs 0.012 af Peak Elev=38.53' Storage=656 cf Inflow=0.69 cfs 0.054 afPond 41P: SC-740 Outflow=0.09 cfs 0.054 af Peak Elev=21.86' Storage=389 cf Inflow=0.23 cfs 0.038 afPond 43P: SC-740 Outflow=0.05 cfs 0.038 af Peak Elev=21.66' Storage=926 cf Inflow=0.81 cfs 0.082 afPond 45P: SC-740 Outflow=0.12 cfs 0.082 af Peak Elev=13.07' Storage=33,097 cf Inflow=19.20 cfs 1.312 afPond B-1: Basin 1 Discarded=0.81 cfs 0.846 af Primary=0.00 cfs 0.000 af Outflow=0.81 cfs 0.846 af Peak Elev=17.59' Storage=23,382 cf Inflow=15.00 cfs 0.902 afPond B-2: Basin 2 Discarded=0.63 cfs 0.630 af Primary=0.00 cfs 0.000 af Outflow=0.63 cfs 0.630 af Peak Elev=19.82' Storage=591 cf Inflow=3.90 cfs 0.271 afPond BIO1: BIO 1 Discarded=0.06 cfs 0.061 af Primary=3.73 cfs 0.204 af Outflow=3.79 cfs 0.265 af Peak Elev=23.04' Storage=1,904 cf Inflow=3.64 cfs 0.250 afPond BIO2: BIO 2 Discarded=0.13 cfs 0.126 af Primary=3.16 cfs 0.120 af Outflow=3.28 cfs 0.246 af Peak Elev=23.82' Storage=901 cf Inflow=3.98 cfs 0.276 afPond BIO3: BIO-3 Discarded=0.09 cfs 0.086 af Primary=3.71 cfs 0.185 af Outflow=3.80 cfs 0.270 af Peak Elev=3.14' Storage=4,807 cf Inflow=1.26 cfs 0.110 afPond P-B: POND B Outflow=0.00 cfs 0.000 af Peak Elev=4.02' Storage=9,251 cf Inflow=2.32 cfs 0.212 afPond P-C: POND C Outflow=0.00 cfs 0.000 af Peak Elev=8.86' Storage=7,028 cf Inflow=1.02 cfs 0.161 afPond P-D: POND D Outflow=0.00 cfs 0.000 af Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 109HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Total Runoff Area = 31.061 ac Runoff Volume = 4.381 af Average Runoff Depth = 1.69" 72.91% Pervious = 22.647 ac 27.09% Impervious = 8.414 ac Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 110HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR-DA-1 Runoff = 14.54 cfs @ 12.08 hrs, Volume= 0.997 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 66,428 39 >75% Grass cover, Good, HSG A 94,112 98 Paved parking, HSG A 7,041 98 Stormwater Management Area 5,437 30 Woods, Good, HSG A 173,018 73 Weighted Average 71,865 41.54% Pervious Area 101,153 58.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment 1S: PR-DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=173,018 sf Runoff Volume=0.997 af Runoff Depth>3.01" Tc=5.0 min CN=73 14.54 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 111HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: TYP ROOF SIZING Runoff = 0.69 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 5.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 5,000 98 Roofs, HSG A 5,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 28S: TYP ROOF SIZING Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=5,000 sf Runoff Volume=0.054 af Runoff Depth>5.67" Tc=5.0 min CN=98 0.69 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 112HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-1: BIO-1 Runoff = 3.90 cfs @ 12.07 hrs, Volume= 0.271 af, Depth> 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 8,112 39 >75% Grass cover, Good, HSG A 26,340 98 Paved parking, HSG A 34,452 84 Weighted Average 8,112 23.55% Pervious Area 26,340 76.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-1: BIO-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=34,452 sf Runoff Volume=0.271 af Runoff Depth>4.11" Tc=5.0 min CN=84 3.90 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 113HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-2: BIO-2 Runoff = 3.64 cfs @ 12.07 hrs, Volume= 0.250 af, Depth> 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 11,530 39 >75% Grass cover, Good, HSG A 24,660 98 Paved parking, HSG A 110 98 Roofs, HSG A 36,300 79 Weighted Average 11,530 31.76% Pervious Area 24,770 68.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-2: BIO-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=36,300 sf Runoff Volume=0.250 af Runoff Depth>3.60" Tc=5.0 min CN=79 3.64 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 114HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-3: BIO-3 Runoff = 3.98 cfs @ 12.07 hrs, Volume= 0.276 af, Depth> 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 8,449 39 >75% Grass cover, Good, HSG A 26,493 98 Paved parking, HSG A 220 98 Roofs, HSG A 35,162 84 Weighted Average 8,449 24.03% Pervious Area 26,713 75.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-3: BIO-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=35,162 sf Runoff Volume=0.276 af Runoff Depth>4.11" Tc=5.0 min CN=84 3.98 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 115HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P10: PR-DA-10 Runoff = 0.19 cfs @ 12.46 hrs, Volume= 0.084 af, Depth> 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 89,869 39 >75% Grass cover, Good, HSG A 99,905 32 Woods/grass comb., Good, HSG A 240 76 Gravel roads, HSG A 190,014 35 Weighted Average 190,014 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P10: PR-DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=190,014 sf Runoff Volume=0.084 af Runoff Depth>0.23" Tc=5.0 min CN=35 0.19 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 116HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P11: PR-DA11 Runoff = 1.26 cfs @ 12.09 hrs, Volume= 0.110 af, Depth> 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 36,250 39 >75% Grass cover, Good, HSG A 5,060 30 Woods, Good, HSG A 10,273 98 Water Surface, 0% imp, HSG A 987 76 Gravel roads, HSG A 52,570 50 Weighted Average 52,570 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P11: PR-DA11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=52,570 sf Runoff Volume=0.110 af Runoff Depth>1.10" Tc=5.0 min CN=50 1.26 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 117HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P12: PR-DA12 Runoff = 2.32 cfs @ 12.10 hrs, Volume= 0.212 af, Depth> 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 74,064 39 >75% Grass cover, Good, HSG A 13,150 30 Woods, Good, HSG A 20,812 98 Water Surface, 0% imp, HSG A 0 98 Paved parking, HSG A 108,026 49 Weighted Average 108,026 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P12: PR-DA12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=108,026 sf Runoff Volume=0.212 af Runoff Depth>1.03" Tc=5.0 min CN=49 2.32 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 118HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P13: PR-DA-13 Runoff = 0.15 cfs @ 12.31 hrs, Volume= 0.029 af, Depth> 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Adj Description 30,218 39 >75% Grass cover, Good, HSG A * 1,270 98 Unconnected Impervious, HSG A 550 30 Woods, Good, HSG A 32,038 41 40 Weighted Average, UI Adjusted 30,768 96.04% Pervious Area 1,270 3.96% Impervious Area 1,270 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P13: PR-DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=32,038 sf Runoff Volume=0.029 af Runoff Depth>0.47" Tc=5.0 min UI Adjusted CN=40 0.15 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 119HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P14: PR-DA-14 Runoff = 0.29 cfs @ 12.43 hrs, Volume= 0.098 af, Depth> 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 124,219 39 >75% Grass cover, Good, HSG A 62,813 30 Woods, Good, HSG A 187,032 36 Weighted Average 187,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P14: PR-DA-14 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=187,032 sf Runoff Volume=0.098 af Runoff Depth>0.27" Tc=5.0 min CN=36 0.29 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 120HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PR-DA-2 Runoff = 0.05 cfs @ 12.34 hrs, Volume= 0.012 af, Depth> 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Adj Description 14,431 39 >75% Grass cover, Good, HSG A * 142 98 Unconnected Impervious, HSG A 14,573 40 39 Weighted Average, UI Adjusted 14,431 99.03% Pervious Area 142 0.97% Impervious Area 142 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P2: PR-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=14,573 sf Runoff Volume=0.012 af Runoff Depth>0.42" Tc=5.0 min UI Adjusted CN=39 0.05 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 121HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P3: PR-DA-3 Runoff = 1.02 cfs @ 12.47 hrs, Volume= 0.161 af, Depth> 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 72,419 39 >75% Grass cover, Good, HSG A 7,200 76 Gravel roads, HSG A 8,974 98 Water Surface, 0% imp, HSG A 88,593 48 Weighted Average 88,593 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 50 0.0380 0.20 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 20.8 400 0.0021 0.32 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0270 2.65 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 0.6 50 0.0400 1.40 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 26.1 574 Total Subcatchment P3: PR-DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=88,593 sf Runoff Volume=0.161 af Runoff Depth>0.95" Flow Length=574' Tc=26.1 min CN=48 1.02 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 122HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P4: PR-DA4 Runoff = 1.12 cfs @ 12.09 hrs, Volume= 0.099 af, Depth> 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 38,011 39 >75% Grass cover, Good, HSG A * 500 98 Unconnected impervious, HSG A 8,564 98 Stormwater Basin; Water Surface, HSG A 47,075 50 Weighted Average 38,011 80.75% Pervious Area 9,064 19.25% Impervious Area 500 5.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P4: PR-DA4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=47,075 sf Runoff Volume=0.099 af Runoff Depth>1.10" Tc=5.0 min CN=50 1.12 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 123HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P5: PR-DA5 Runoff = 14.27 cfs @ 12.08 hrs, Volume= 1.004 af, Depth> 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 47,436 39 >75% Grass cover, Good, HSG A 97,655 98 Paved parking, HSG A 880 98 Unconnected roofs, HSG A 145,971 79 Weighted Average 47,436 32.50% Pervious Area 98,535 67.50% Impervious Area 880 0.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 40 0.0100 0.89 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 80 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 1.1 212 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.2 269 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 2.0 516 0.0050 4.20 7.43 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 5.7 1,117 Total Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 124HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P5: PR-DA5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=145,971 sf Runoff Volume=1.004 af Runoff Depth>3.60" Flow Length=1,117' Tc=5.7 min CN=79 14.27 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 125HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P6: PR-DA-6 Runoff = 0.23 cfs @ 12.14 hrs, Volume= 0.038 af, Depth> 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Adj Description 30,303 39 >75% Grass cover, Good, HSG A * 3,780 98 Unconnected Impervious, HSG A 34,083 46 42 Weighted Average, UI Adjusted 30,303 88.91% Pervious Area 3,780 11.09% Impervious Area 3,780 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P6: PR-DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=34,083 sf Runoff Volume=0.038 af Runoff Depth>0.58" Tc=5.0 min UI Adjusted CN=42 0.23 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 126HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P7: PR-DA-7 Runoff = 0.81 cfs @ 12.10 hrs, Volume= 0.082 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Adj Description 35,185 39 >75% Grass cover, Good, HSG A * 12,712 98 Unconnected Impervious, HSG A 47,897 55 47 Weighted Average, UI Adjusted 35,185 73.46% Pervious Area 12,712 26.54% Impervious Area 12,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P7: PR-DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=47,897 sf Runoff Volume=0.082 af Runoff Depth>0.89" Tc=5.0 min UI Adjusted CN=47 0.81 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 127HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8a: PR-DA8a Runoff = 3.38 cfs @ 12.08 hrs, Volume= 0.232 af, Depth> 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 14,861 39 >75% Grass cover, Good, HSG A 22,741 98 Paved parking, HSG A 220 98 Roofs, HSG A 37,822 75 Weighted Average 14,861 39.29% Pervious Area 22,961 60.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0100 0.94 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 1.1 137 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 0.2 48 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.1 241 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 1.2 Direct Entry, Added Tc 5.0 626 Total Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 128HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8a: PR-DA8a Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=37,822 sf Runoff Volume=0.232 af Runoff Depth>3.20" Flow Length=626' Tc=5.0 min CN=75 3.38 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 129HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8b: PR-DA8b Runoff = 3.88 cfs @ 12.07 hrs, Volume= 0.267 af, Depth> 3.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Description 10,671 39 >75% Grass cover, Good, HSG A 25,176 98 Paved parking, HSG A 960 98 Roofs, HSG A 36,807 81 Weighted Average 10,671 28.99% Pervious Area 26,136 71.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 86 0.0100 1.04 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 196 0.0100 4.54 3.56 Pipe Channel, B-C 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, C-D 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 2.4 Direct Entry, Added Tc 5.0 432 Total Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 130HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8b: PR-DA8b Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=36,807 sf Runoff Volume=0.267 af Runoff Depth>3.80" Flow Length=432' Tc=5.0 min CN=81 3.88 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 131HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P9: PR-DA9 Runoff = 1.22 cfs @ 12.09 hrs, Volume= 0.104 af, Depth> 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 25 YR Rainfall=5.91" Area (sf) CN Adj Description 35,279 39 >75% Grass cover, Good, HSG A * 380 98 Unconnected impervious, HSG A 7,554 98 Stormwater Basin; Water Surface, HSG A 3,372 76 Gravel roads, HSG A 46,585 52 51 Weighted Average, UI Adjusted 38,651 82.97% Pervious Area 7,934 17.03% Impervious Area 380 4.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P9: PR-DA9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25 YR Rainfall=5.91" Runoff Area=46,585 sf Runoff Volume=0.104 af Runoff Depth>1.17" Tc=5.0 min UI Adjusted CN=51 1.22 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 132HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.972 ac, 58.46% Impervious, Inflow Depth > 3.01" for 25 YR event Inflow = 14.54 cfs @ 12.08 hrs, Volume= 0.997 af Outflow = 14.54 cfs @ 12.08 hrs, Volume= 0.997 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.972 ac14.54 cfs14.54 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 133HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 10.780 ac, 28.28% Impervious, Inflow Depth > 0.09" for 25 YR event Inflow = 0.19 cfs @ 12.46 hrs, Volume= 0.084 af Outflow = 0.19 cfs @ 12.46 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=10.780 ac0.19 cfs0.19 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 134HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.242 ac, 19.01% Impervious, Inflow Depth > 0.09" for 25 YR event Inflow = 0.29 cfs @ 12.43 hrs, Volume= 0.098 af Outflow = 0.29 cfs @ 12.43 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=13.242 ac0.29 cfs0.29 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 135HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: Basin 3 Inflow Area = 0.335 ac, 0.97% Impervious, Inflow Depth > 0.42" for 25 YR event Inflow = 0.05 cfs @ 12.34 hrs, Volume= 0.012 af Outflow = 0.05 cfs @ 12.44 hrs, Volume= 0.012 af, Atten= 10%, Lag= 5.9 min Discarded = 0.05 cfs @ 12.44 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 22.01' @ 12.44 hrs Surf.Area= 3,349 sf Storage= 18 cf Plug-Flow detention time= 6.0 min calculated for 0.012 af (100% of inflow) Center-of-Mass det. time= 4.3 min ( 965.2 - 960.8 ) Volume Invert Avail.Storage Storage Description #1 22.00' 8,317 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 3,345 0 0 23.00 4,144 3,745 3,745 24.00 5,000 4,572 8,317 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 12.44 hrs HW=22.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 136HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 1P: Basin 3 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.335 ac Peak Elev=22.01' Storage=18 cf 0.05 cfs 0.05 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 137HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 41P: SC-740 Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth > 5.67" for 25 YR event Inflow = 0.69 cfs @ 12.07 hrs, Volume= 0.054 af Outflow = 0.09 cfs @ 11.62 hrs, Volume= 0.054 af, Atten= 86%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.62 hrs, Volume= 0.054 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 38.53' @ 12.56 hrs Surf.Area= 492 sf Storage= 656 cf Plug-Flow detention time= 39.5 min calculated for 0.054 af (100% of inflow) Center-of-Mass det. time= 39.3 min ( 783.3 - 744.0 ) Volume Invert Avail.Storage Storage Description #1 36.50'468 cf Stone (Prismatic) Listed below (Recalc) 1,722 cf Overall - 551 cf Embedded = 1,171 cf x 40.0% Voids #2 37.00'551 cf ADS_StormTech SC-740 +Cap x 12 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 6 Chambers 1,020 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 36.50 492 0 0 40.00 492 1,722 1,722 Device Routing Invert Outlet Devices #1 Discarded 36.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.62 hrs HW=36.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 138HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 41P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.115 ac Peak Elev=38.53' Storage=656 cf 0.69 cfs 0.09 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 139HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 43P: SC-740 Inflow Area = 0.782 ac, 11.09% Impervious, Inflow Depth > 0.58" for 25 YR event Inflow = 0.23 cfs @ 12.14 hrs, Volume= 0.038 af Outflow = 0.05 cfs @ 12.07 hrs, Volume= 0.038 af, Atten= 78%, Lag= 0.0 min Discarded = 0.05 cfs @ 12.07 hrs, Volume= 0.038 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 21.86' @ 14.79 hrs Surf.Area= 256 sf Storage= 389 cf Plug-Flow detention time= 78.3 min calculated for 0.038 af (100% of inflow) Center-of-Mass det. time= 77.8 min ( 1,013.9 - 936.2 ) Volume Invert Avail.Storage Storage Description #1 19.50'248 cf Stone (Prismatic) Listed below (Recalc) 896 cf Overall - 276 cf Embedded = 620 cf x 40.0% Voids #2 20.00'276 cf ADS_StormTech SC-740 +Cap x 6 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 3 Chambers #3 24.50' 3,830 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,353 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 256 0 0 23.00 256 896 896 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 24.50 4 0 0 25.00 3,057 765 765 25.50 9,200 3,064 3,830 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.07 hrs HW=19.58' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.05 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 140HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 43P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.782 ac Peak Elev=21.86' Storage=389 cf 0.23 cfs 0.05 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 141HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 45P: SC-740 Inflow Area = 1.100 ac, 26.54% Impervious, Inflow Depth > 0.89" for 25 YR event Inflow = 0.81 cfs @ 12.10 hrs, Volume= 0.082 af Outflow = 0.12 cfs @ 12.00 hrs, Volume= 0.082 af, Atten= 85%, Lag= 0.0 min Discarded = 0.12 cfs @ 12.00 hrs, Volume= 0.082 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 21.66' @ 13.65 hrs Surf.Area= 650 sf Storage= 926 cf Plug-Flow detention time= 69.1 min calculated for 0.082 af (100% of inflow) Center-of-Mass det. time= 68.6 min ( 975.7 - 907.2 ) Volume Invert Avail.Storage Storage Description #1 19.50'616 cf Stone (Prismatic) Listed below (Recalc) 2,275 cf Overall - 735 cf Embedded = 1,540 cf x 40.0% Voids #2 20.00'735 cf ADS_StormTech SC-740 +Cap x 16 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 8 Chambers #3 25.50' 4,609 cf Surface Ponding (Prismatic) Listed below (Recalc) 5,960 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 650 0 0 23.00 650 2,275 2,275 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 25.50 4 0 0 26.00 2,742 687 687 26.80 7,065 3,923 4,609 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 12.00 hrs HW=19.58' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.12 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 142HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 45P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.100 ac Peak Elev=21.66' Storage=926 cf 0.81 cfs 0.12 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 143HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-1: Basin 1 Inflow Area = 5.211 ac, 58.50% Impervious, Inflow Depth > 3.02" for 25 YR event Inflow = 19.20 cfs @ 12.09 hrs, Volume= 1.312 af Outflow = 0.81 cfs @ 15.31 hrs, Volume= 0.846 af, Atten= 96%, Lag= 193.6 min Discarded = 0.81 cfs @ 15.31 hrs, Volume= 0.846 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 13.07' @ 15.31 hrs Surf.Area= 14,437 sf Storage= 33,097 cf Plug-Flow detention time= 309.7 min calculated for 0.846 af (64% of inflow) Center-of-Mass det. time= 212.7 min ( 1,027.4 - 814.7 ) Volume Invert Avail.Storage Storage Description #1 10.00' 69,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 10.00 7,554 0 0 11.00 9,153 8,354 8,354 12.00 12,072 10,613 18,966 13.00 14,291 13,182 32,148 14.00 16,502 15,397 47,544 15.00 18,637 17,570 65,114 15.25 19,361 4,750 69,863 Device Routing Invert Outlet Devices #1 Discarded 10.00'2.410 in/hr Exfiltration over Surface area #2 Primary 15.00'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.81 cfs @ 15.31 hrs HW=13.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.81 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 144HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-1: Basin 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.211 ac Peak Elev=13.07' Storage=33,097 cf 19.20 cfs 0.81 cfs0.81 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 145HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-2: Basin 2 Inflow Area = 4.434 ac, 56.76% Impervious, Inflow Depth > 2.44" for 25 YR event Inflow = 15.00 cfs @ 12.09 hrs, Volume= 0.902 af Outflow = 0.63 cfs @ 14.86 hrs, Volume= 0.630 af, Atten= 96%, Lag= 166.1 min Discarded = 0.63 cfs @ 14.86 hrs, Volume= 0.630 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 17.59' @ 14.86 hrs Surf.Area= 11,207 sf Storage= 23,382 cf Plug-Flow detention time= 304.2 min calculated for 0.630 af (70% of inflow) Center-of-Mass det. time= 224.6 min ( 1,030.4 - 805.7 ) Volume Invert Avail.Storage Storage Description #1 15.00' 52,072 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 15.00 7,393 0 0 16.00 8,588 7,991 7,991 17.00 9,841 9,215 17,205 18.00 12,169 11,005 28,210 19.00 13,810 12,990 41,200 19.75 15,184 10,873 52,072 Device Routing Invert Outlet Devices #1 Discarded 15.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.63 cfs @ 14.86 hrs HW=17.59' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.63 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 146HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-2: Basin 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.434 ac Peak Elev=17.59' Storage=23,382 cf 15.00 cfs 0.63 cfs0.63 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 147HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO1: BIO 1 Inflow Area = 0.791 ac, 76.45% Impervious, Inflow Depth > 4.11" for 25 YR event Inflow = 3.90 cfs @ 12.07 hrs, Volume= 0.271 af Outflow = 3.79 cfs @ 12.09 hrs, Volume= 0.265 af, Atten= 3%, Lag= 1.1 min Discarded = 0.06 cfs @ 12.09 hrs, Volume= 0.061 af Primary = 3.73 cfs @ 12.09 hrs, Volume= 0.204 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.82' @ 12.09 hrs Surf.Area= 1,134 sf Storage= 591 cf Plug-Flow detention time= 22.1 min calculated for 0.265 af (98% of inflow) Center-of-Mass det. time= 8.8 min ( 811.4 - 802.6 ) Volume Invert Avail.Storage Storage Description #1 19.00' 9,607 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.00 307 0 0 20.00 1,315 811 811 20.10 1,905 161 972 21.00 17,283 8,635 9,607 Device Routing Invert Outlet Devices #1 Discarded 19.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.06 cfs @ 12.09 hrs HW=19.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=3.73 cfs @ 12.09 hrs HW=19.82' (Free Discharge) 2=Orifice/Grate (Weir Controls 3.73 cfs @ 1.85 fps) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 148HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO1: BIO 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.791 ac Peak Elev=19.82' Storage=591 cf 3.90 cfs 3.79 cfs 0.06 cfs 3.73 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 149HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BIO 2 Inflow Area = 0.833 ac, 68.24% Impervious, Inflow Depth > 3.60" for 25 YR event Inflow = 3.64 cfs @ 12.07 hrs, Volume= 0.250 af Outflow = 3.28 cfs @ 12.11 hrs, Volume= 0.246 af, Atten= 10%, Lag= 2.2 min Discarded = 0.13 cfs @ 12.11 hrs, Volume= 0.126 af Primary = 3.16 cfs @ 12.11 hrs, Volume= 0.120 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 23.04' @ 12.11 hrs Surf.Area= 2,266 sf Storage= 1,904 cf Plug-Flow detention time= 71.1 min calculated for 0.245 af (98% of inflow) Center-of-Mass det. time= 61.0 min ( 876.8 - 815.8 ) Volume Invert Avail.Storage Storage Description #1 22.00' 4,509 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 1,410 0 0 23.00 2,232 1,821 1,821 24.00 3,143 2,688 4,509 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.75'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.11 hrs HW=23.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=3.15 cfs @ 12.11 hrs HW=23.04' (Free Discharge) 2=Orifice/Grate (Weir Controls 3.15 cfs @ 1.75 fps) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 150HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO2: BIO 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.833 ac Peak Elev=23.04' Storage=1,904 cf 3.64 cfs 3.28 cfs 0.13 cfs 3.16 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 151HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO3: BIO-3 Inflow Area = 0.807 ac, 75.97% Impervious, Inflow Depth > 4.11" for 25 YR event Inflow = 3.98 cfs @ 12.07 hrs, Volume= 0.276 af Outflow = 3.80 cfs @ 12.10 hrs, Volume= 0.270 af, Atten= 5%, Lag= 1.4 min Discarded = 0.09 cfs @ 12.10 hrs, Volume= 0.086 af Primary = 3.71 cfs @ 12.10 hrs, Volume= 0.185 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 23.82' @ 12.10 hrs Surf.Area= 1,551 sf Storage= 901 cf Plug-Flow detention time= 31.9 min calculated for 0.270 af (98% of inflow) Center-of-Mass det. time= 19.1 min ( 821.7 - 802.6 ) Volume Invert Avail.Storage Storage Description #1 23.00' 2,268 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 23.00 648 0 0 24.00 1,750 1,199 1,199 24.50 2,527 1,069 2,268 Device Routing Invert Outlet Devices #1 Discarded 23.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.09 cfs @ 12.10 hrs HW=23.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=3.70 cfs @ 12.10 hrs HW=23.82' (Free Discharge) 2=Orifice/Grate (Weir Controls 3.70 cfs @ 1.85 fps) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 152HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO3: BIO-3 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.807 ac Peak Elev=23.82' Storage=901 cf 3.98 cfs 3.80 cfs 0.09 cfs 3.71 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 153HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.207 ac, 0.00% Impervious, Inflow Depth > 1.10" for 25 YR event Inflow = 1.26 cfs @ 12.09 hrs, Volume= 0.110 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.14' @ 24.00 hrs Surf.Area= 11,184 sf Storage= 4,807 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2.70' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 154HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.207 ac Peak Elev=3.14' Storage=4,807 cf 1.26 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 155HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 2.480 ac, 0.00% Impervious, Inflow Depth > 1.03" for 25 YR event Inflow = 2.32 cfs @ 12.10 hrs, Volume= 0.212 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 4.02' @ 24.00 hrs Surf.Area= 23,590 sf Storage= 9,251 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=3.60' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 156HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.480 ac Peak Elev=4.02' Storage=9,251 cf 2.32 cfs 0.00 cfs Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 157HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.034 ac, 0.00% Impervious, Inflow Depth > 0.95" for 25 YR event Inflow = 1.02 cfs @ 12.47 hrs, Volume= 0.161 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 8.86' @ 24.00 hrs Surf.Area= 8,779 sf Storage= 7,028 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=8.00' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert ( Controls 0.00 cfs) Type III 24-hr 25 YR Rainfall=5.91"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 158HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=2.034 ac Peak Elev=8.86' Storage=7,028 cf 1.02 cfs 0.00 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 159HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=173,018 sf 58.46% Impervious Runoff Depth>4.29"Subcatchment 1S: PR-DA-1 Tc=5.0 min CN=73 Runoff=20.71 cfs 1.419 af Runoff Area=5,000 sf 100.00% Impervious Runoff Depth>7.17"Subcatchment 28S: TYP ROOF SIZING Tc=5.0 min CN=98 Runoff=0.86 cfs 0.069 af Runoff Area=34,452 sf 76.45% Impervious Runoff Depth>5.53"Subcatchment BIO-1: BIO-1 Tc=5.0 min CN=84 Runoff=5.17 cfs 0.364 af Runoff Area=36,300 sf 68.24% Impervious Runoff Depth>4.96"Subcatchment BIO-2: BIO-2 Tc=5.0 min CN=79 Runoff=4.98 cfs 0.344 af Runoff Area=35,162 sf 75.97% Impervious Runoff Depth>5.53"Subcatchment BIO-3: BIO-3 Tc=5.0 min CN=84 Runoff=5.28 cfs 0.372 af Runoff Area=190,014 sf 0.00% Impervious Runoff Depth>0.61"Subcatchment P10: PR-DA-10 Tc=5.0 min CN=35 Runoff=1.16 cfs 0.222 af Runoff Area=52,570 sf 0.00% Impervious Runoff Depth>1.90"Subcatchment P11: PR-DA11 Tc=5.0 min CN=50 Runoff=2.49 cfs 0.191 af Runoff Area=108,026 sf 0.00% Impervious Runoff Depth>1.80"Subcatchment P12: PR-DA12 Tc=5.0 min CN=49 Runoff=4.77 cfs 0.372 af Runoff Area=32,038 sf 3.96% Impervious Runoff Depth>1.00"Subcatchment P13: PR-DA-13 Tc=5.0 min UI Adjusted CN=40 Runoff=0.55 cfs 0.061 af Runoff Area=187,032 sf 0.00% Impervious Runoff Depth>0.69"Subcatchment P14: PR-DA-14 Tc=5.0 min CN=36 Runoff=1.36 cfs 0.245 af Runoff Area=14,573 sf 0.97% Impervious Runoff Depth>0.92"Subcatchment P2: PR-DA-2 Tc=5.0 min UI Adjusted CN=39 Runoff=0.21 cfs 0.026 af Runoff Area=88,593 sf 0.00% Impervious Runoff Depth>1.70"Subcatchment P3: PR-DA-3 Flow Length=574' Tc=26.1 min CN=48 Runoff=2.11 cfs 0.287 af Runoff Area=47,075 sf 19.25% Impervious Runoff Depth>1.90"Subcatchment P4: PR-DA4 Tc=5.0 min CN=50 Runoff=2.23 cfs 0.171 af Runoff Area=145,971 sf 67.50% Impervious Runoff Depth>4.96"Subcatchment P5: PR-DA5 Flow Length=1,117' Tc=5.7 min CN=79 Runoff=19.52 cfs 1.384 af Runoff Area=34,083 sf 11.09% Impervious Runoff Depth>1.17"Subcatchment P6: PR-DA-6 Tc=5.0 min UI Adjusted CN=42 Runoff=0.78 cfs 0.076 af Runoff Area=47,897 sf 26.54% Impervious Runoff Depth>1.61"Subcatchment P7: PR-DA-7 Tc=5.0 min UI Adjusted CN=47 Runoff=1.82 cfs 0.148 af Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 160HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Runoff Area=37,822 sf 60.71% Impervious Runoff Depth>4.51"Subcatchment P8a: PR-DA8a Flow Length=626' Tc=5.0 min CN=75 Runoff=4.75 cfs 0.326 af Runoff Area=36,807 sf 71.01% Impervious Runoff Depth>5.18"Subcatchment P8b: PR-DA8b Flow Length=432' Tc=5.0 min CN=81 Runoff=5.25 cfs 0.365 af Runoff Area=46,585 sf 17.03% Impervious Runoff Depth>1.99"Subcatchment P9: PR-DA9 Tc=5.0 min UI Adjusted CN=51 Runoff=2.35 cfs 0.178 af Inflow=20.71 cfs 1.419 afReach DP-1: DP-1 Outflow=20.71 cfs 1.419 af Inflow=1.16 cfs 0.224 afReach DP-2: DP-2 (JOSHUA'S BROOK) Outflow=1.16 cfs 0.224 af Inflow=1.36 cfs 0.293 afReach DP-3: DP-3 (STEWART'S CREEK) Outflow=1.36 cfs 0.293 af Peak Elev=22.02' Storage=57 cf Inflow=0.21 cfs 0.026 afPond 1P: Basin 3 Outflow=0.16 cfs 0.026 af Peak Elev=39.46' Storage=913 cf Inflow=0.86 cfs 0.069 afPond 41P: SC-740 Outflow=0.09 cfs 0.069 af Peak Elev=24.72' Storage=675 cf Inflow=0.78 cfs 0.076 afPond 43P: SC-740 Outflow=0.31 cfs 0.074 af Peak Elev=25.86' Storage=1,708 cf Inflow=1.82 cfs 0.148 afPond 45P: SC-740 Outflow=0.50 cfs 0.148 af Peak Elev=14.15' Storage=49,961 cf Inflow=26.65 cfs 1.854 afPond B-1: Basin 1 Discarded=0.94 cfs 1.014 af Primary=0.00 cfs 0.000 af Outflow=0.94 cfs 1.014 af Peak Elev=18.66' Storage=36,632 cf Inflow=21.17 cfs 1.328 afPond B-2: Basin 2 Discarded=0.74 cfs 0.782 af Primary=0.00 cfs 0.000 af Outflow=0.74 cfs 0.782 af Peak Elev=19.90' Storage=690 cf Inflow=5.17 cfs 0.364 afPond BIO1: BIO 1 Discarded=0.07 cfs 0.065 af Primary=4.81 cfs 0.292 af Outflow=4.88 cfs 0.358 af Peak Elev=23.11' Storage=2,075 cf Inflow=4.98 cfs 0.344 afPond BIO2: BIO 2 Discarded=0.13 cfs 0.137 af Primary=4.45 cfs 0.196 af Outflow=4.58 cfs 0.333 af Peak Elev=23.90' Storage=1,030 cf Inflow=5.28 cfs 0.372 afPond BIO3: BIO-3 Discarded=0.09 cfs 0.093 af Primary=4.79 cfs 0.270 af Outflow=4.88 cfs 0.363 af Peak Elev=3.45' Storage=8,231 cf Inflow=2.49 cfs 0.191 afPond P-B: POND B Outflow=0.04 cfs 0.002 af Peak Elev=4.30' Storage=16,139 cf Inflow=4.77 cfs 0.372 afPond P-C: POND C Outflow=0.04 cfs 0.002 af Peak Elev=9.25' Storage=10,577 cf Inflow=2.11 cfs 0.287 afPond P-D: POND D Outflow=0.09 cfs 0.046 af Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 161HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Total Runoff Area = 31.061 ac Runoff Volume = 6.621 af Average Runoff Depth = 2.56" 72.91% Pervious = 22.647 ac 27.09% Impervious = 8.414 ac Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 162HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR-DA-1 Runoff = 20.71 cfs @ 12.07 hrs, Volume= 1.419 af, Depth> 4.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 66,428 39 >75% Grass cover, Good, HSG A 94,112 98 Paved parking, HSG A 7,041 98 Stormwater Management Area 5,437 30 Woods, Good, HSG A 173,018 73 Weighted Average 71,865 41.54% Pervious Area 101,153 58.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment 1S: PR-DA-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=173,018 sf Runoff Volume=1.419 af Runoff Depth>4.29" Tc=5.0 min CN=73 20.71 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 163HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 28S: TYP ROOF SIZING Runoff = 0.86 cfs @ 12.07 hrs, Volume= 0.069 af, Depth> 7.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 5,000 98 Roofs, HSG A 5,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 28S: TYP ROOF SIZING Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=5,000 sf Runoff Volume=0.069 af Runoff Depth>7.17" Tc=5.0 min CN=98 0.86 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 164HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-1: BIO-1 Runoff = 5.17 cfs @ 12.07 hrs, Volume= 0.364 af, Depth> 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 8,112 39 >75% Grass cover, Good, HSG A 26,340 98 Paved parking, HSG A 34,452 84 Weighted Average 8,112 23.55% Pervious Area 26,340 76.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-1: BIO-1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=34,452 sf Runoff Volume=0.364 af Runoff Depth>5.53" Tc=5.0 min CN=84 5.17 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 165HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-2: BIO-2 Runoff = 4.98 cfs @ 12.07 hrs, Volume= 0.344 af, Depth> 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 11,530 39 >75% Grass cover, Good, HSG A 24,660 98 Paved parking, HSG A 110 98 Roofs, HSG A 36,300 79 Weighted Average 11,530 31.76% Pervious Area 24,770 68.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-2: BIO-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=36,300 sf Runoff Volume=0.344 af Runoff Depth>4.96" Tc=5.0 min CN=79 4.98 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 166HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BIO-3: BIO-3 Runoff = 5.28 cfs @ 12.07 hrs, Volume= 0.372 af, Depth> 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 8,449 39 >75% Grass cover, Good, HSG A 26,493 98 Paved parking, HSG A 220 98 Roofs, HSG A 35,162 84 Weighted Average 8,449 24.03% Pervious Area 26,713 75.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment BIO-3: BIO-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=35,162 sf Runoff Volume=0.372 af Runoff Depth>5.53" Tc=5.0 min CN=84 5.28 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 167HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P10: PR-DA-10 Runoff = 1.16 cfs @ 12.30 hrs, Volume= 0.222 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 89,869 39 >75% Grass cover, Good, HSG A 99,905 32 Woods/grass comb., Good, HSG A 240 76 Gravel roads, HSG A 190,014 35 Weighted Average 190,014 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P10: PR-DA-10 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=190,014 sf Runoff Volume=0.222 af Runoff Depth>0.61" Tc=5.0 min CN=35 1.16 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 168HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P11: PR-DA11 Runoff = 2.49 cfs @ 12.09 hrs, Volume= 0.191 af, Depth> 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 36,250 39 >75% Grass cover, Good, HSG A 5,060 30 Woods, Good, HSG A 10,273 98 Water Surface, 0% imp, HSG A 987 76 Gravel roads, HSG A 52,570 50 Weighted Average 52,570 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P11: PR-DA11 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=52,570 sf Runoff Volume=0.191 af Runoff Depth>1.90" Tc=5.0 min CN=50 2.49 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 169HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P12: PR-DA12 Runoff = 4.77 cfs @ 12.09 hrs, Volume= 0.372 af, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 74,064 39 >75% Grass cover, Good, HSG A 13,150 30 Woods, Good, HSG A 20,812 98 Water Surface, 0% imp, HSG A 0 98 Paved parking, HSG A 108,026 49 Weighted Average 108,026 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P12: PR-DA12 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=108,026 sf Runoff Volume=0.372 af Runoff Depth>1.80" Tc=5.0 min CN=49 4.77 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 170HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P13: PR-DA-13 Runoff = 0.55 cfs @ 12.11 hrs, Volume= 0.061 af, Depth> 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Adj Description 30,218 39 >75% Grass cover, Good, HSG A * 1,270 98 Unconnected Impervious, HSG A 550 30 Woods, Good, HSG A 32,038 41 40 Weighted Average, UI Adjusted 30,768 96.04% Pervious Area 1,270 3.96% Impervious Area 1,270 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P13: PR-DA-13 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=32,038 sf Runoff Volume=0.061 af Runoff Depth>1.00" Tc=5.0 min UI Adjusted CN=40 0.55 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 171HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P14: PR-DA-14 Runoff = 1.36 cfs @ 12.28 hrs, Volume= 0.245 af, Depth> 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 124,219 39 >75% Grass cover, Good, HSG A 62,813 30 Woods, Good, HSG A 187,032 36 Weighted Average 187,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P14: PR-DA-14 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=187,032 sf Runoff Volume=0.245 af Runoff Depth>0.69" Tc=5.0 min CN=36 1.36 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 172HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P2: PR-DA-2 Runoff = 0.21 cfs @ 12.11 hrs, Volume= 0.026 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Adj Description 14,431 39 >75% Grass cover, Good, HSG A * 142 98 Unconnected Impervious, HSG A 14,573 40 39 Weighted Average, UI Adjusted 14,431 99.03% Pervious Area 142 0.97% Impervious Area 142 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P2: PR-DA-2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=14,573 sf Runoff Volume=0.026 af Runoff Depth>0.92" Tc=5.0 min UI Adjusted CN=39 0.21 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 173HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P3: PR-DA-3 Runoff = 2.11 cfs @ 12.43 hrs, Volume= 0.287 af, Depth> 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 72,419 39 >75% Grass cover, Good, HSG A 7,200 76 Gravel roads, HSG A 8,974 98 Water Surface, 0% imp, HSG A 88,593 48 Weighted Average 88,593 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 50 0.0380 0.20 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.40" 20.8 400 0.0021 0.32 Shallow Concentrated Flow, B-C Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0270 2.65 Shallow Concentrated Flow, C-D Unpaved Kv= 16.1 fps 0.6 50 0.0400 1.40 Shallow Concentrated Flow, D-E Short Grass Pasture Kv= 7.0 fps 26.1 574 Total Subcatchment P3: PR-DA-3 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=88,593 sf Runoff Volume=0.287 af Runoff Depth>1.70" Flow Length=574' Tc=26.1 min CN=48 2.11 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 174HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P4: PR-DA4 Runoff = 2.23 cfs @ 12.09 hrs, Volume= 0.171 af, Depth> 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 38,011 39 >75% Grass cover, Good, HSG A * 500 98 Unconnected impervious, HSG A 8,564 98 Stormwater Basin; Water Surface, HSG A 47,075 50 Weighted Average 38,011 80.75% Pervious Area 9,064 19.25% Impervious Area 500 5.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P4: PR-DA4 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=47,075 sf Runoff Volume=0.171 af Runoff Depth>1.90" Tc=5.0 min CN=50 2.23 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 175HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P5: PR-DA5 Runoff = 19.52 cfs @ 12.08 hrs, Volume= 1.384 af, Depth> 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 47,436 39 >75% Grass cover, Good, HSG A 97,655 98 Paved parking, HSG A 880 98 Unconnected roofs, HSG A 145,971 79 Weighted Average 47,436 32.50% Pervious Area 98,535 67.50% Impervious Area 880 0.89% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 40 0.0100 0.89 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 80 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 1.1 212 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.2 269 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 2.0 516 0.0050 4.20 7.43 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 5.7 1,117 Total Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 176HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P5: PR-DA5 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=145,971 sf Runoff Volume=1.384 af Runoff Depth>4.96" Flow Length=1,117' Tc=5.7 min CN=79 19.52 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 177HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P6: PR-DA-6 Runoff = 0.78 cfs @ 12.10 hrs, Volume= 0.076 af, Depth> 1.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Adj Description 30,303 39 >75% Grass cover, Good, HSG A * 3,780 98 Unconnected Impervious, HSG A 34,083 46 42 Weighted Average, UI Adjusted 30,303 88.91% Pervious Area 3,780 11.09% Impervious Area 3,780 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P6: PR-DA-6 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=34,083 sf Runoff Volume=0.076 af Runoff Depth>1.17" Tc=5.0 min UI Adjusted CN=42 0.78 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 178HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P7: PR-DA-7 Runoff = 1.82 cfs @ 12.09 hrs, Volume= 0.148 af, Depth> 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Adj Description 35,185 39 >75% Grass cover, Good, HSG A * 12,712 98 Unconnected Impervious, HSG A 47,897 55 47 Weighted Average, UI Adjusted 35,185 73.46% Pervious Area 12,712 26.54% Impervious Area 12,712 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P7: PR-DA-7 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=47,897 sf Runoff Volume=0.148 af Runoff Depth>1.61" Tc=5.0 min UI Adjusted CN=47 1.82 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 179HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8a: PR-DA8a Runoff = 4.75 cfs @ 12.07 hrs, Volume= 0.326 af, Depth> 4.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 14,861 39 >75% Grass cover, Good, HSG A 22,741 98 Paved parking, HSG A 220 98 Roofs, HSG A 37,822 75 Weighted Average 14,861 39.29% Pervious Area 22,961 60.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 50 0.0100 0.94 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 1.1 137 0.0100 2.03 Shallow Concentrated Flow, B-C Paved Kv= 20.3 fps 0.2 48 0.0050 3.21 2.52 Pipe Channel, C-D 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 1.1 241 0.0050 3.72 4.57 Pipe Channel, D-E 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, E-F 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 1.2 Direct Entry, Added Tc 5.0 626 Total Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 180HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8a: PR-DA8a Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=37,822 sf Runoff Volume=0.326 af Runoff Depth>4.51" Flow Length=626' Tc=5.0 min CN=75 4.75 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 181HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P8b: PR-DA8b Runoff = 5.25 cfs @ 12.07 hrs, Volume= 0.365 af, Depth> 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Description 10,671 39 >75% Grass cover, Good, HSG A 25,176 98 Paved parking, HSG A 960 98 Roofs, HSG A 36,807 81 Weighted Average 10,671 28.99% Pervious Area 26,136 71.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 86 0.0100 1.04 Sheet Flow, A-B Smooth surfaces n= 0.011 P2= 3.40" 0.7 196 0.0100 4.54 3.56 Pipe Channel, B-C 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 0.5 150 0.0060 4.60 8.14 Pipe Channel, C-D 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Corrugated PE, smooth interior 2.4 Direct Entry, Added Tc 5.0 432 Total Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 182HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Subcatchment P8b: PR-DA8b Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=36,807 sf Runoff Volume=0.365 af Runoff Depth>5.18" Flow Length=432' Tc=5.0 min CN=81 5.25 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 183HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P9: PR-DA9 Runoff = 2.35 cfs @ 12.08 hrs, Volume= 0.178 af, Depth> 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100 YR Rainfall=7.41" Area (sf) CN Adj Description 35,279 39 >75% Grass cover, Good, HSG A * 380 98 Unconnected impervious, HSG A 7,554 98 Stormwater Basin; Water Surface, HSG A 3,372 76 Gravel roads, HSG A 46,585 52 51 Weighted Average, UI Adjusted 38,651 82.97% Pervious Area 7,934 17.03% Impervious Area 380 4.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Assumed Tc Subcatchment P9: PR-DA9 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100 YR Rainfall=7.41" Runoff Area=46,585 sf Runoff Volume=0.178 af Runoff Depth>1.99" Tc=5.0 min UI Adjusted CN=51 2.35 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 184HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-1: DP-1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.972 ac, 58.46% Impervious, Inflow Depth > 4.29" for 100 YR event Inflow = 20.71 cfs @ 12.07 hrs, Volume= 1.419 af Outflow = 20.71 cfs @ 12.07 hrs, Volume= 1.419 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-1: DP-1 Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.972 ac20.71 cfs20.71 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 185HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-2: DP-2 (JOSHUA'S BROOK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 10.780 ac, 28.28% Impervious, Inflow Depth > 0.25" for 100 YR event Inflow = 1.16 cfs @ 12.30 hrs, Volume= 0.224 af Outflow = 1.16 cfs @ 12.30 hrs, Volume= 0.224 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-2: DP-2 (JOSHUA'S BROOK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=10.780 ac1.16 cfs1.16 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 186HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Reach DP-3: DP-3 (STEWART'S CREEK) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.242 ac, 19.01% Impervious, Inflow Depth > 0.27" for 100 YR event Inflow = 1.36 cfs @ 12.28 hrs, Volume= 0.293 af Outflow = 1.36 cfs @ 12.28 hrs, Volume= 0.293 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach DP-3: DP-3 (STEWART'S CREEK) Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=13.242 ac1.36 cfs1.36 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 187HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: Basin 3 Inflow Area = 0.335 ac, 0.97% Impervious, Inflow Depth > 0.92" for 100 YR event Inflow = 0.21 cfs @ 12.11 hrs, Volume= 0.026 af Outflow = 0.16 cfs @ 12.29 hrs, Volume= 0.026 af, Atten= 24%, Lag= 10.4 min Discarded = 0.16 cfs @ 12.29 hrs, Volume= 0.026 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 22.02' @ 12.29 hrs Surf.Area= 3,359 sf Storage= 57 cf Plug-Flow detention time= 6.0 min calculated for 0.026 af (100% of inflow) Center-of-Mass det. time= 4.6 min ( 924.9 - 920.3 ) Volume Invert Avail.Storage Storage Description #1 22.00' 8,317 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 3,345 0 0 23.00 4,144 3,745 3,745 24.00 5,000 4,572 8,317 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 12.29 hrs HW=22.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 188HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 1P: Basin 3 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.335 ac Peak Elev=22.02' Storage=57 cf 0.21 cfs 0.16 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 189HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 41P: SC-740 Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth > 7.17" for 100 YR event Inflow = 0.86 cfs @ 12.07 hrs, Volume= 0.069 af Outflow = 0.09 cfs @ 11.51 hrs, Volume= 0.069 af, Atten= 89%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.51 hrs, Volume= 0.069 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 39.46' @ 12.68 hrs Surf.Area= 492 sf Storage= 913 cf Plug-Flow detention time= 59.8 min calculated for 0.069 af (100% of inflow) Center-of-Mass det. time= 59.6 min ( 800.5 - 740.8 ) Volume Invert Avail.Storage Storage Description #1 36.50'468 cf Stone (Prismatic) Listed below (Recalc) 1,722 cf Overall - 551 cf Embedded = 1,171 cf x 40.0% Voids #2 37.00'551 cf ADS_StormTech SC-740 +Cap x 12 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 6 Chambers 1,020 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 36.50 492 0 0 40.00 492 1,722 1,722 Device Routing Invert Outlet Devices #1 Discarded 36.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.09 cfs @ 11.51 hrs HW=36.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 190HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 41P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.115 ac Peak Elev=39.46' Storage=913 cf 0.86 cfs 0.09 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 191HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 43P: SC-740 Inflow Area = 0.782 ac, 11.09% Impervious, Inflow Depth > 1.17" for 100 YR event Inflow = 0.78 cfs @ 12.10 hrs, Volume= 0.076 af Outflow = 0.31 cfs @ 12.49 hrs, Volume= 0.074 af, Atten= 60%, Lag= 23.2 min Discarded = 0.31 cfs @ 12.49 hrs, Volume= 0.074 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 24.72' @ 12.49 hrs Surf.Area= 1,613 sf Storage= 675 cf Plug-Flow detention time= 94.8 min calculated for 0.074 af (97% of inflow) Center-of-Mass det. time= 80.2 min ( 984.6 - 904.4 ) Volume Invert Avail.Storage Storage Description #1 19.50'248 cf Stone (Prismatic) Listed below (Recalc) 896 cf Overall - 276 cf Embedded = 620 cf x 40.0% Voids #2 20.00'276 cf ADS_StormTech SC-740 +Cap x 6 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 3 Chambers #3 24.50' 3,830 cf Surface Ponding (Prismatic) Listed below (Recalc) 4,353 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 256 0 0 23.00 256 896 896 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 24.50 4 0 0 25.00 3,057 765 765 25.50 9,200 3,064 3,830 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.31 cfs @ 12.49 hrs HW=24.72' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.31 cfs) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 192HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 43P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.782 ac Peak Elev=24.72' Storage=675 cf 0.78 cfs 0.31 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 193HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond 45P: SC-740 Inflow Area = 1.100 ac, 26.54% Impervious, Inflow Depth > 1.61" for 100 YR event Inflow = 1.82 cfs @ 12.09 hrs, Volume= 0.148 af Outflow = 0.50 cfs @ 12.52 hrs, Volume= 0.148 af, Atten= 72%, Lag= 25.9 min Discarded = 0.50 cfs @ 12.52 hrs, Volume= 0.148 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 25.86' @ 12.52 hrs Surf.Area= 2,627 sf Storage= 1,708 cf Plug-Flow detention time= 96.1 min calculated for 0.148 af (100% of inflow) Center-of-Mass det. time= 95.5 min ( 979.8 - 884.3 ) Volume Invert Avail.Storage Storage Description #1 19.50'616 cf Stone (Prismatic) Listed below (Recalc) 2,275 cf Overall - 735 cf Embedded = 1,540 cf x 40.0% Voids #2 20.00'735 cf ADS_StormTech SC-740 +Cap x 16 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 2 Rows of 8 Chambers #3 25.50' 4,609 cf Surface Ponding (Prismatic) Listed below (Recalc) 5,960 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.50 650 0 0 23.00 650 2,275 2,275 Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft) (cubic-feet) (cubic-feet) 25.50 4 0 0 26.00 2,742 687 687 26.80 7,065 3,923 4,609 Device Routing Invert Outlet Devices #1 Discarded 19.50'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.50 cfs @ 12.52 hrs HW=25.86' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.50 cfs) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 194HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond 45P: SC-740 InflowDiscarded Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.100 ac Peak Elev=25.86' Storage=1,708 cf 1.82 cfs 0.50 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 195HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-1: Basin 1 Inflow Area = 5.211 ac, 58.50% Impervious, Inflow Depth > 4.27" for 100 YR event Inflow = 26.65 cfs @ 12.08 hrs, Volume= 1.854 af Outflow = 0.94 cfs @ 15.72 hrs, Volume= 1.014 af, Atten= 96%, Lag= 218.3 min Discarded = 0.94 cfs @ 15.72 hrs, Volume= 1.014 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 14.15' @ 15.72 hrs Surf.Area= 16,812 sf Storage= 49,961 cf Plug-Flow detention time= 317.7 min calculated for 1.014 af (55% of inflow) Center-of-Mass det. time= 212.8 min ( 1,020.9 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 10.00' 69,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 10.00 7,554 0 0 11.00 9,153 8,354 8,354 12.00 12,072 10,613 18,966 13.00 14,291 13,182 32,148 14.00 16,502 15,397 47,544 15.00 18,637 17,570 65,114 15.25 19,361 4,750 69,863 Device Routing Invert Outlet Devices #1 Discarded 10.00'2.410 in/hr Exfiltration over Surface area #2 Primary 15.00'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.94 cfs @ 15.72 hrs HW=14.15' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.94 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=10.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 196HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-1: Basin 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.211 ac Peak Elev=14.15' Storage=49,961 cf 26.65 cfs 0.94 cfs0.94 cfs 0.00 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 197HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond B-2: Basin 2 Inflow Area = 4.434 ac, 56.76% Impervious, Inflow Depth > 3.59" for 100 YR event Inflow = 21.17 cfs @ 12.08 hrs, Volume= 1.328 af Outflow = 0.74 cfs @ 15.40 hrs, Volume= 0.782 af, Atten= 97%, Lag= 198.7 min Discarded = 0.74 cfs @ 15.40 hrs, Volume= 0.782 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 18.66' @ 15.40 hrs Surf.Area= 13,256 sf Storage= 36,632 cf Plug-Flow detention time= 313.3 min calculated for 0.782 af (59% of inflow) Center-of-Mass det. time= 225.6 min ( 1,025.7 - 800.0 ) Volume Invert Avail.Storage Storage Description #1 15.00' 52,072 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 15.00 7,393 0 0 16.00 8,588 7,991 7,991 17.00 9,841 9,215 17,205 18.00 12,169 11,005 28,210 19.00 13,810 12,990 41,200 19.75 15,184 10,873 52,072 Device Routing Invert Outlet Devices #1 Discarded 15.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'45.0 deg x 15.0' long Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Discarded OutFlow Max=0.74 cfs @ 15.40 hrs HW=18.66' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.74 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=15.00' (Free Discharge) 2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 198HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond B-2: Basin 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.434 ac Peak Elev=18.66' Storage=36,632 cf 21.17 cfs 0.74 cfs0.74 cfs 0.00 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 199HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO1: BIO 1 Inflow Area = 0.791 ac, 76.45% Impervious, Inflow Depth > 5.53" for 100 YR event Inflow = 5.17 cfs @ 12.07 hrs, Volume= 0.364 af Outflow = 4.88 cfs @ 12.10 hrs, Volume= 0.358 af, Atten= 6%, Lag= 1.6 min Discarded = 0.07 cfs @ 12.10 hrs, Volume= 0.065 af Primary = 4.81 cfs @ 12.10 hrs, Volume= 0.292 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 19.90' @ 12.10 hrs Surf.Area= 1,219 sf Storage= 690 cf Plug-Flow detention time= 17.9 min calculated for 0.358 af (98% of inflow) Center-of-Mass det. time= 7.1 min ( 801.4 - 794.3 ) Volume Invert Avail.Storage Storage Description #1 19.00' 9,607 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 19.00 307 0 0 20.00 1,315 811 811 20.10 1,905 161 972 21.00 17,283 8,635 9,607 Device Routing Invert Outlet Devices #1 Discarded 19.00'2.410 in/hr Exfiltration over Surface area #2 Primary 19.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.07 cfs @ 12.10 hrs HW=19.90' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=4.81 cfs @ 12.10 hrs HW=19.90' (Free Discharge) 2=Orifice/Grate (Orifice Controls 4.81 cfs @ 3.06 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 200HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO1: BIO 1 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.791 ac Peak Elev=19.90' Storage=690 cf 5.17 cfs 4.88 cfs 0.07 cfs 4.81 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 201HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO2: BIO 2 Inflow Area = 0.833 ac, 68.24% Impervious, Inflow Depth > 4.96" for 100 YR event Inflow = 4.98 cfs @ 12.07 hrs, Volume= 0.344 af Outflow = 4.58 cfs @ 12.11 hrs, Volume= 0.333 af, Atten= 8%, Lag= 1.9 min Discarded = 0.13 cfs @ 12.11 hrs, Volume= 0.137 af Primary = 4.45 cfs @ 12.11 hrs, Volume= 0.196 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 23.11' @ 12.11 hrs Surf.Area= 2,333 sf Storage= 2,075 cf Plug-Flow detention time= 60.1 min calculated for 0.333 af (97% of inflow) Center-of-Mass det. time= 40.7 min ( 847.4 - 806.7 ) Volume Invert Avail.Storage Storage Description #1 22.00' 4,509 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 22.00 1,410 0 0 23.00 2,232 1,821 1,821 24.00 3,143 2,688 4,509 Device Routing Invert Outlet Devices #1 Discarded 22.00'2.410 in/hr Exfiltration over Surface area #2 Primary 22.75'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.13 cfs @ 12.11 hrs HW=23.11' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.13 cfs) Primary OutFlow Max=4.46 cfs @ 12.11 hrs HW=23.11' (Free Discharge) 2=Orifice/Grate (Weir Controls 4.46 cfs @ 1.96 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 202HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO2: BIO 2 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.833 ac Peak Elev=23.11' Storage=2,075 cf 4.98 cfs 4.58 cfs 0.13 cfs 4.45 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 203HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond BIO3: BIO-3 Inflow Area = 0.807 ac, 75.97% Impervious, Inflow Depth > 5.53" for 100 YR event Inflow = 5.28 cfs @ 12.07 hrs, Volume= 0.372 af Outflow = 4.88 cfs @ 12.10 hrs, Volume= 0.363 af, Atten= 8%, Lag= 1.9 min Discarded = 0.09 cfs @ 12.10 hrs, Volume= 0.093 af Primary = 4.79 cfs @ 12.10 hrs, Volume= 0.270 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 23.90' @ 12.10 hrs Surf.Area= 1,640 sf Storage= 1,030 cf Plug-Flow detention time= 26.6 min calculated for 0.363 af (98% of inflow) Center-of-Mass det. time= 12.1 min ( 806.5 - 794.3 ) Volume Invert Avail.Storage Storage Description #1 23.00' 2,268 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 23.00 648 0 0 24.00 1,750 1,199 1,199 24.50 2,527 1,069 2,268 Device Routing Invert Outlet Devices #1 Discarded 23.00'2.410 in/hr Exfiltration over Surface area #2 Primary 23.50'12.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.09 cfs @ 12.10 hrs HW=23.90' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=4.78 cfs @ 12.10 hrs HW=23.90' (Free Discharge) 2=Orifice/Grate (Orifice Controls 4.78 cfs @ 3.04 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 204HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond BIO3: BIO-3 InflowOutflowDiscardedPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.807 ac Peak Elev=23.90' Storage=1,030 cf 5.28 cfs 4.88 cfs 0.09 cfs 4.79 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 205HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-B: POND B Inflow Area = 1.207 ac, 0.00% Impervious, Inflow Depth > 1.90" for 100 YR event Inflow = 2.49 cfs @ 12.09 hrs, Volume= 0.191 af Outflow = 0.04 cfs @ 24.00 hrs, Volume= 0.002 af, Atten= 98%, Lag= 714.9 min Primary = 0.04 cfs @ 24.00 hrs, Volume= 0.002 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 3.45' @ 24.00 hrs Surf.Area= 11,502 sf Storage= 8,231 cf Plug-Flow detention time= 722.5 min calculated for 0.002 af (1% of inflow) Center-of-Mass det. time= 545.6 min ( 1,420.2 - 874.6 ) Volume Invert Avail.Storage Storage Description #1 2.70' 15,021 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2.70 10,273 0 0 3.00 11,080 3,203 3,203 3.40 11,370 4,490 7,693 4.00 13,058 7,328 15,021 Device Routing Invert Outlet Devices #1 Primary 3.44'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.03 cfs @ 24.00 hrs HW=3.45' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.03 cfs @ 0.27 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 206HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-B: POND B InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.207 ac Peak Elev=3.45' Storage=8,231 cf 2.49 cfs 0.04 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 207HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-C: POND C Inflow Area = 2.480 ac, 0.00% Impervious, Inflow Depth > 1.80" for 100 YR event Inflow = 4.77 cfs @ 12.09 hrs, Volume= 0.372 af Outflow = 0.04 cfs @ 24.00 hrs, Volume= 0.002 af, Atten= 99%, Lag= 714.8 min Primary = 0.04 cfs @ 24.00 hrs, Volume= 0.002 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 4.30' @ 24.00 hrs Surf.Area= 25,179 sf Storage= 16,139 cf Plug-Flow detention time= 723.2 min calculated for 0.002 af (0% of inflow) Center-of-Mass det. time= 543.6 min ( 1,421.2 - 877.7 ) Volume Invert Avail.Storage Storage Description #1 3.60' 35,172 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 3.60 20,812 0 0 4.00 23,497 8,862 8,862 5.00 29,124 26,311 35,172 Device Routing Invert Outlet Devices #1 Primary 4.29'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) Primary OutFlow Max=0.04 cfs @ 24.00 hrs HW=4.30' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir (Weir Controls 0.04 cfs @ 0.30 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 208HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-C: POND C InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=2.480 ac Peak Elev=4.30' Storage=16,139 cf 4.77 cfs 0.04 cfs Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 209HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Summary for Pond P-D: POND D Inflow Area = 2.034 ac, 0.00% Impervious, Inflow Depth > 1.70" for 100 YR event Inflow = 2.11 cfs @ 12.43 hrs, Volume= 0.287 af Outflow = 0.09 cfs @ 21.78 hrs, Volume= 0.046 af, Atten= 96%, Lag= 561.0 min Primary = 0.09 cfs @ 21.78 hrs, Volume= 0.046 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 9.25' @ 21.78 hrs Surf.Area= 9,759 sf Storage= 10,577 cf Plug-Flow detention time= 515.1 min calculated for 0.046 af (16% of inflow) Center-of-Mass det. time= 354.3 min ( 1,251.0 - 896.7 ) Volume Invert Avail.Storage Storage Description #1 8.00' 18,853 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 8.00 7,585 0 0 9.00 8,975 8,280 8,280 10.00 12,170 10,573 18,853 Device Routing Invert Outlet Devices #1 Primary 9.80'45.0 deg x 15.0' long x 0.50' rise Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #2 Primary 9.08'12.0" Round Culvert L= 18.5' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 9.08' / 8.16' S= 0.0497 '/' Cc= 0.900 n= 0.013 Clay tile, Flow Area= 0.79 sf Primary OutFlow Max=0.09 cfs @ 21.78 hrs HW=9.25' (Free Discharge) 1=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) 2=Culvert (Inlet Controls 0.09 cfs @ 1.09 fps) Type III 24-hr 100 YR Rainfall=7.41"35 Scudder Ave. - Proposed Conditions (REV 8 Plan) Printed 8/3/2023Prepared by Pesce Engineering & Associates, Inc. Page 210HydroCAD® 10.00-20 s/n 06472 © 2017 HydroCAD Software Solutions LLC Pond P-D: POND D InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.034 ac Peak Elev=9.25' Storage=10,577 cf 2.11 cfs 0.09 cfs APPENDIX E TSS REMOVAL WORKSHEET CALCULATIONS PESCE ENGINEERING & ASSOCIATES, INC. 34 Porter Lane West Dennis, MA 02670 BMP System: Front Entrance System (Design Point # 1) Project: Emblem Hyannis Prepared By: ELP Date: 6/15/2022 *Note: Column C Equals remaining load from previous BMP (Column E), which enters the following BMP TSS Removal Calculation Worksheet A BMP B TSS Removal Rate C* Starting TSS Load* D Amount Removed (BxC) E Remaining Load (C-D) Street Sweeping 10% 1.00 0.10 0.90 Deep Sump Catch Basin 25% 0.90 0.23 0.67 Contech® CDS Water Quality Unit 25% 0.67 0.17 0.50 Infiltration Basin 80% 0.50 0.40 0.10 Total TSS Removal = 90% PESCE ENGINEERING & ASSOCIATES, INC. 34 Porter Lane West Dennis, MA 02670 BMP System: Infiltration Basin Systems (Infiltration Basins 1 & 2 with Sediment Forebay) Project: Emblem Hyannis Prepared By: ELP Date: 6/15/2022 *Note: Column C Equals remaining load from previous BMP (Column E), which enters the following BMP TSS Removal Calculation Worksheet A BMP B TSS Removal Rate C* Starting TSS Load* D Amount Removed (BxC) E Remaining Load (C-D) Street Sweeping 10% 1.00 0.10 0.90 Deep Sump Catch Basin 25% 0.90 0.23 0.67 Sediment Forebay 25% 0.67 0.17 0.50 Infiltration Basin 80% 0.50 0.40 0.10 Total TSS Removal = 90% APPENDIX F CONSTRUCTION PERIOD POLLUTION PREVENTION and EROSION AND SEDIMENTATION CONTROL PLAN and STORMWATER MANAGEMENT SYSTEM OPERATIONS & MAINTENANCE PLAN Including Contech® CDS Maintenance Guide PESCE ENGINEERING & ASSOCIATES, INC. Page 1 Construction Pollution Prevention Plan Rev. August 7, 2023 CONSTRUCTION PERIOD POLLUTION PREVENTION and EROSION AND SEDIMENTATION CONTROL PLAN Proposed EMBLEM Hyannis Development 35 Scudder Ave., Hyannis, MA PREPARED FOR (Operator & Responsible Party): Quarterra 99 Summer Street, Suite 701 Boston, MA 02110 The construction period should take approximately 18-30 months after receipt of a Building Permit. CONSTRUCTION PERIOD POLLUTION CONTROL MEASURES Appropriate erosion control and construction methods shall be employed to prevent sediment erosion & dust during construction. A permit will be sought through the EPA for a Stormwater NPDES permit, and a Stormwater pollution Prevention Plan will be prepared, prior to construction start. EROSION CONTROL AND INPSECTION SCHEDULE Staked hay bales and silt fence shall be located at all down gradient areas of construction activity as shown on the site plans (see Sheet 13 of 17, Erosion Control Plan of the site plan set). Erosion controls (a double layer shall be required around the work limit/perimeter) will be inspected weekly and after significant rainfalls (1.5- inch or greater) and replaced where necessary. Again, double rows of hay bales/silt fence may be required along the work limit perimeter and in isolated areas where site conditions require this additional protection. Additional silt fencing may also be required, as directed by the Engineer. All finished slopes and graded areas are to be stabilized with landscaping. Temporary measures such as mulching of slopes during non -planting seasons will be required. A temporary construction entrance will be installed consisting of a 20’ x 50’ x 6- inch deep (min.) rip-rap crushed stone tracking pad, in order to minimize the tracking of soils/sediment to any off-site areas (see the Erosion Control Plan (sheet 13 of 17) for locations). PESCE ENGINEERING & ASSOCIATES, INC. Page 2 Construction Pollution Prevention Plan Rev. August 7, 2023 Shoulders and seeded side slopes shall be protected with mulch, hay, jute matting, or other acceptable method until all slopes are permanently stabilized. STORMWATER MANAGEMENT CONTROLS The proposed catch basins on the site, together with the existing catch basins on Scudder Avenue will be fitted with a new “Silt Sack” as shown on the above- mentioned Erosion Control Plan to protect the existing and new drainage systems from sediment accumulation during construction. They shall be serviced/emptied monthly, or as needed to allow proper function. The contractor shall conduct periodic (weekly) street sweeping as needed. VEGETATION PLANNING Proposed vegetation consists of various plantings and loam & seed over the landscaped areas. Appropriate erosion controls (jute matting, etc.) will be required to maintain slopes or provide erosion control of seeded areas, as required by the contractor. CONSTRUCTION SEQUENCING PLAN Construction sequencing for this project shall be as follows: 1. Install erosion control barriers; rip-rap construction entrance (tracking pad); Silt Sacks in catch basins 2. Conduct limited demolition operations in the limit of work 3. Excavate for the proposed foundations and parking garages 4. Conduct new concrete foundation and building construction. 5. Install new utilities infrastructure 6. Excavate existing parking to sub base level and construct new parking area surface per plan 7. Loam and seed disturbed areas; plant trees/shrubs 8. Remove erosion control after vegetation has established. INSPECTION SCHEDULE All work shall be inspected by the design Engineer prior to backfilling. Erosion control measures to be inspected prior to any earthwork. The contractor shall be responsible for adhering to this plan and applicable Town of Barnstable regulations or permit conditions. The Town Engineer/DPW or Water District Inspector shall inspect/approve each new water & sewer utility connection as required. GENERAL (Stockpile areas) Stockpile areas for subsoil shall be located in an area away from the drainage and wetland areas with erosion controls to prevent soils from entering the drainage systems. This erosion control will include as a minimum, the perimeter of stockpile areas staked with silt fence and/or hay bales, as required or directed by the Engineer. PESCE ENGINEERING & ASSOCIATES, INC. Page 1 Stormwater O&M Plan Rev. August 7, 2023 STORMWATER MANAGEMENT SYSTEM OPERATION AND MAINTENANCE PLAN Proposed EMBLEM Hyannis Development 35 Scudder Ave., Hyannis, MA PREPARED FOR (Operator & Responsible Party): Quarterra 99 Summer Street, Suite 701 Boston, MA 02110 The following is the Stormwater Management Operations and Maintenance Plan with a maintenance inspection report for this project: Facility Description: The Stormwater Management System components for the paved areas consist of the following: ➢ Deep sump catch basin (drives & parking areas) ➢ One (1) Contech® CDS treatment structure (shown as a WQU on the plans for the front entrance system) ➢ Infiltration Basis #1 and #2 with sediment forebays, and 3 Bioretention areas that precede the infiltration basins. ➢ Bio-Retention areas Routine Maintenance: The routine maintenance program shall begin only after the following: • New building construction and slope stabilization is complete; • All disturbed areas are adequately vegetated and stabilized; • All catch basins, and the oil/water separator have been pumped and completely cleaned; • The system has been completely inspected by the design Engineer and found to be functioning as designed (no clogging of the leaching system has occurred during construction) Routine maintenance shall consist of the following: 1. Street Sweeping shall be conducted 2 times per year, and as a minimum, shall occur after the spring thaw to avoid excessive accumulation of sediment into the drainage system 2. The deep sump catch basin shall be inspected and pumped & cleaned annually, or when the sediment collected in the sump reaches 2 ft. in depth, whichever comes first; PESCE ENGINEERING & ASSOCIATES, INC. Page 2 Stormwater O&M Plan Rev. August 7, 2023 3. The infiltration/leaching systems shall be inspected annually; 4. The Bioretention areas shall have the following maintenance activities: • Annual cutting/trimming of bioretention plantings each fall • Remove invasive plants, and removal of grasses in rip-rap aprons, as needed • Spring inspection and cleanup annually (trash, debris & sediment, etc.) • Supplement mulch each spring to maintain a 3-inch layer annually 5. The Contech® CDS treatment structure shall be inspected and pumped in accordance with the attached manufacturer’s O & M Manual. All waste removed will be disposed of in accordance with State and Federal laws. NOTE; See the attached manufacturer’s recommended O&M information from for the Contech® CDS structure.. Construction Certification The Engineer of Record (Pesce Engineering) shall inspect stormwater system and shall certify in writing to the Owner/Operator staff that it has been constructed in accordance with the approved plans (as shown on the record plans). Owner/Operator’s O & M Responsibilities To assure that the requirements of this Stormwater Operation and Maintenance Plan (O&M Plan) are met in all seasons and for the life of the project, the following are the responsibilities of the Operator (operator of record): 1) The operator of record is responsible for the Stormwater System as outlined in the O&M Plan including inspection, maintenance and repairs. 2) The operator of record (and or tenants) will authorize funds for inspection, maintenance and emergency repairs as needed. Funding will be released for any and all repairs of stormwater systems identified in the O&M Plan within 30 calendar days of an inspection by a certified engineer that reveals any defect. 3) The operator of record will keep records of stormwater inspections, maintenance and repairs, and such records will be made available within 21 business days upon written request. 4) The requirements of the O&M Plan, including those for on-going inspection, maintenance and repairs as outlined in this plan apply to all successors and assigns as long as the proposed project is in operation. Owner/Operator’s Endorsement Signature: _________________________________ Date: ____________ Quarterra 99 Summer Street, Suite 701, Boston, MA 02110 PESCE ENGINEERING & ASSOCIATES, INC. Page 3 Stormwater O&M Plan Rev. August 7, 2023 Stormwater Management System Inspection Report Address: EMBLEM Hyannis, Scudder Ave., Hyannis, MA Inspector: ___________________________________ Date: _____________ Description Yes No* N/A 1 Are all erosion control devices in place and functioning in accordance with the erosion and control plan? (NOTE: Applies to Construction Period only) 2 Are Catch Basins functioning properly (not more than 24 inches of sediment present, and not exhibiting excess oil or floatable debris)? 3. Is there evidence that Street Sweeping been performed on a routine basis (twice per year minimum)? 4 Is the ConTech CDS® Separator functioning properly (Not showing excessive sediment or floatable oil/debris? 5 Inspection of the Infiltration Basins & Sediment Forebay, or Bioretention Areas: Is there any evidence of debris, erosion or sediment build-up? 6 Other (explain below) *If any answer is “No”, describe needed corrections(s) below. Indicate the location of needed corrections(s), along with the date corrections are estimated to be made. Inspector’s Signature: __________________________________________ CDS® Inspection and Maintenance Guide ENGINEERED SOLUTIONS Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be power washed to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Table 1: CDS Maintenance Indicators and Sediment Storage Capacities 800.925.5240 www.ContechES.com Support • Drawings and specifications are available at www.contechstormwater.com. • Site-specific design support is available from our engineers. ©2017 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater, earth stabilization and wastewater treament products. For information, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN EXPRESSED WARRANTY OR AN IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE. SEE THE CONTECH STANDARD CONDITION OF SALES (VIEWABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; 7,517,450 related foreign patents or other patents pending. ENGINEERED SOLUTIONS CDS Model Diameter Distance from Water Surface to Top of Sediment Pile Sediment Storage Capacity ft m ft m y3 m3 CDS1515 3 0.9 3.0 0.9 0.5 0.4 CDS2015 4 1.2 3.0 0.9 0.9 0.7 CDS2015 5 1.3 3.0 0.9 1.3 1.0 CDS2020 5 1.3 3.5 1.1 1.3 1.0 CDS2025 5 1.3 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3025 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 CDS5640 10 3.0 6.3 1.9 8.7 6.7 CDS5653 10 3.0 7.7 2.3 8.7 6.7 CDS5668 10 3.0 9.3 2.8 8.7 6.7 CDS5678 10 3.0 10.3 3.1 8.7 6.7 CDS Inspection & Maintenance Log CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Personnel Comments sediment1 Thickness2 Performed —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately.CDS Maintenance Guide - 7/18 (PDF) APPENDIX G MA DEP STANDARD METHOD TO CONVERT WATER QUALITY VOLUME TO A DISCHARGE RATE FOR SIZING FLOW BASED MANUFACTURED PROPRIETARY STORMWATER TREATMENT (SEPTEMBER 10, 2013) MassDEP Q Rate - Sept. 10, 2013 - Page 1 Massachusetts Department of Environmental Protection Wetlands Program Standard Method to Convert Required Water Quality Volume to a Discharge Rate for Sizing Flow Based Manufactured Proprietary Stormwater Treatment Practices Effective October 15, 2013, computations following the standardized method must be submitted with a Wetlands Notice of Intent (NOI) when a proprietary manufactured stormwater treatment device sized using a flow rate is proposed in connection with work proposed in a wetland resource area or associated buffer zone. The computational method will primarily affect the sizing of the proprietary manufactured stormwater treatment separators, and not other types of stormwater treatment practices that are volume based (such as extended detention basins) or proprietary stormwater treatment filters sized using the Water Quality Volume (WQV). Stormwater Standard No. 4 requires structural stormwater management practices to be sized to capture the required WQV in accordance with the Massachusetts Stormwater Handbook (310 CMR 10.05(6)(k)(4) and 314 CMR 9.06(6)(a)(4)) . Stormwater Standard No. 4 requires that the full WQV be captured and treated to remove 80% of the Total Suspended Solid (TSS) load. Since manufactured proprietary stormwater separators are sized using discharge rates and not volume, MassDEP is requiring the standardized method described below be used to convert the required WQV to a discharge rate (Q). No other methods are allowed to convert the WQV to the Q rate. This will ensure that flow rate based manufactured proprietary stormwater treatment practices are sized consistently from manufacturer to manufacturer. This section contains the following: caveats for method use, method description, examples of how to use the method, and documentation describing how the method was derived. This method will be incorporated into the Massachusetts Stormwater Handbook. The following caveats apply to use of the method:  Device sized using the Q rate must only be used as pretreatment practice.  Device sized using this method shall be designed to be “offline”, unless approved otherwise through written reciprocity granted by MassDEP to a final certification pursuant to the Technology Acceptance Reciprocity Partnership (TARP). This means the device must be sized at a minimum to fully treat the Q rate without any overflow, by-pass, surcharge of runoff, or scouring of sediments or oils previously trapped or entrained in the device.  The computations described below must be provided in the Stormwater Report accompanying Wetlands Notice of Intent or application for 401 Water Quality Certification.  MassDEP reserves ability to revise this method in the future as may be needed to reflect documented increases to precipitation intensity (Douglas 2011), updates to design intensity storms currently being considered by the National Weather Service or Northeast Climate Center (NECC)1 to Technical Paper 40 (upon which this methodology is based), NRCS revisions to the WinTR55/TR20 methods,2 or changes to the National Pollution Discharge Elimination System (NPDES) permits issued by EPA for Massachusetts. 1 On web, see precipitation intensities at http://precip.net 2 On web, See MA-NRCS description at: http://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs144p2_013763.pdf MassDEP Q Rate - Sept. 10, 2013 - Page 2 METHOD 1. Determine if the WQV is the first ½-inch or 1-inch of runoff. If WQV is the first ½ -inch, go to STEP 2. If WQV is the first 1-inch of runoff, go to STEP 7. FOR FIRST ½ INCH RUNOFF WQV 2. Use Curve Number (CN) 98 to represent the runoff potential for impervious surfaces (see Method Derivation section below for explanation regarding how CN 98 was obtained). Only use impervious surfaces for these computations. Runoff from pervious surfaces should not be included in the WQV computations for the Q rate. The WQV required by the Massachusetts Wetlands Protection (310 CMR 10.05(6)(k)(4)) and 401 Water Quality Certification (314 CMR 9.06(6)(a)(4)) regulations for Stormwater Standard No. 4 is based only on impervious surfaces. 3. Compute the time of concentration (tc) using the methods described in TR-55 1986, Chapter 3. 4. Refer to Figure 1, Ia/P Curve = 0.058 5. Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred. Using the tc determined in STEP 3, read the unit peak discharge (qu) from Figure 1 or Table in Figure 2. qu is expressed in the following units: cfs/mi²/watershed inches (csm/in). 6. Compute Q rate using the following equation: Q 0.5 = (qu)(A)(WQV) Where: Q 0.5 = flow rate associated with first ½ -inch 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 (½ -inch in this case) See Example 1, page 8 applying use of the method to convert first ½ -inch WQV to minimum Q 0.5 rate. MassDEP Q Rate - Sept. 10, 2013 - Page 3 Figure 1: For First ½-inch Runoff, Ia/P Curve = 0.058, Relationship Between Unit Peak Discharge and Time of Concentration for NRCS Type III Storm Distribution. MassDEP Q Rate - Sept. 10, 2013 - Page 4 Figure 2: For First ½-inch of Runoff, Table of qu values for Ia/P Curve = 0.0.058, listed by tc, for Type III Storm Distribution Tc qu Tc qu Tc qu Tc qu (Hours) (csm/in) (Hours) (csm/in) (Hours) (csm/in) (Hours) (csm/in) 0.01 821 1.8 246 5.3 116 8.8 77 0.03 821 1.9 238 5.4 115 8.9 76 0.05 813 2 230 5.5 113 9 76 0.067 794 2.1 223 5.6 112 9.1 75 0.083 773 2.2 217 5.7 110 9.2 74 0.1 752 2.3 211 5.8 109 9.3 74 0.116 733 2.4 205 5.9 107 9.4 73 0.133 713 2.5 200 6 106 9.5 72 0.15 694 2.6 194 6.1 104 9.6 72 0.167 677 2.7 190 6.2 103 9.7 71 0.183 662 2.8 185 6.3 102 9.8 70 0.2 646 2.9 181 6.4 100 9.9 70 0.217 632 3 176 6.5 99 10 69 0.233 619 3.1 173 6.6 98 0.25 606 3.2 169 6.7 97 0.3 572 3.3 165 6.8 96 0.333 552 3.4 162 6.9 94 0.35 542 3.5 158 7 93 0.4 516 3.6 155 7.1 92 0.416 508 3.7 152 7.2 91 0.5 472 3.8 149 7.3 90 0.583 443 3.9 147 7.4 89 0.6 437 4 144 7.5 88 0.667 417 4.1 141 7.6 87 0.7 408 4.2 139 7.7 86 0.8 383 4.3 136 7.8 85 0.9 361 4.4 134 7.9 84 1 342 4.5 132 8 84 1.1 325 4.6 130 8.1 83 1.2 311 4.7 128 8.2 82 1.3 297 4.8 126 8.3 81 1.4 285 4.9 124 8.4 80 1.5 274 5 122 8.5 79 1.6 264 5.1 120 8.6 79 1.7 254 5.2 118 8.7 78 MassDEP Q Rate - Sept. 10, 2013 - Page 5 FOR FIRST 1-INCH RUNOFF WQV 7. Use Curve Number (CN) 98 to represent the runoff potential for impervious surfaces (see Method Derivation section below for explanation regarding how CN 98 was obtained). Only use impervious surfaces for these computations. Runoff from pervious surfaces should not be included in the WQV computations for peak WQF. The WQV required by the Massachusetts Wetlands Protection (310 CMR 10.05(6)(k)(4)) and 401 Water Quality Certification (314 CMR 9.06(6)(a)(4)) regulations for Stormwater Standard No. 4 is based only on impervious surfaces. 8. Compute the time of concentration (tc) using the methods described in TR-55 1986, Chapter 3. 9. Refer to Ia/P Curve = 0.034 (Figure 3) 10. Determine unit peak discharge using Figure 3 or 4. Figure 4 is in tabular form so is preferred. Using the tc determined in STEP 8, read the unit peak discharge (qu) from Figure 2 or from Table in Figure 4. qu is expressed in the following units: cfs/mi²/watershed inches (csm/in). 11. Compute the water quality flow (WQF) using the following equation: Q 1 = (qu)(A)(WQV) Where: Q 1 = peak flow rate associated with first 1-inch 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 (1.0-inches in this case) See Example 2, page 8 applying use of the method to convert first 1-inch WQV to minimum Q 1 rate. MassDEP Q Rate - Sept. 10, 2013 - Page 6 Figure 3: For First 1-inch Runoff, Ia/P Curve = 0.034, Relationship Between Unit Peak Discharge and Time of Concentration for NRCS Type III Storm Distribution Unit Peak Discharge, Type III Storm, Ia/P = 0.034 1 10 100 1000 0.01 0.1 1 10 Time of Concentration (Tc), hoursUnit Peak Discharge (qu), csm/inqu MassDEP Q Rate - Sept. 10, 2013 - Page 7 Figure 4: for First 1-inch Runoff, Table of qu values for Ia/P Curve = 0.034, listed by tc, for Type III Storm Distribution Tc qu Tc qu Tc qu (Hours) (csm/in) (Hours) (csm/in) (Hours) (csm/in) 0.01 835 2.7 197 7.1 95 0.03 835 2.8 192 7.2 94 0.05 831 2.9 187 7.3 93 0.067 814 3 183 7.4 92 0.083 795 3.1 179 7.5 91 0.1 774 3.2 175 7.6 90 0.116 755 3.3 171 7.7 89 0.133 736 3.4 168 7.8 88 0.15 717 3.5 164 7.9 87 0.167 700 3.6 161 8 86 0.183 685 3.7 158 8.1 85 0.2 669 3.8 155 8.2 84 0.217 654 3.9 152 8.3 84 0.233 641 4 149 8.4 83 0.25 628 4.1 146 8.5 82 0.3 593 4.2 144 8.6 81 0.333 572 4.3 141 8.7 80 0.35 563 4.4 139 8.8 79 0.4 536 4.5 137 8.9 79 0.416 528 4.6 134 9 78 0.5 491 4.7 132 9.1 77 0.583 460 4.8 130 9.2 76 0.6 454 4.9 128 9.3 76 0.667 433 5 126 9.4 75 0.7 424 5.1 124 9.5 74 0.8 398 5.2 122 9.6 74 0.9 376 5.3 120 9.7 73 1 356 5.4 119 9.8 72 1.1 339 5.5 117 9.9 72 1.2 323 5.6 115 10 71 1.3 309 5.7 114 1.4 296 5.8 112 1.5 285 5.9 111 1.6 274 6 109 1.7 264 6.1 108 1.8 255 6.2 106 1.9 247 6.3 105 2 239 6.4 104 2.1 232 6.5 102 2.2 225 6.6 101 2.3 219 6.7 100 2.4 213 6.8 99 2.5 207 6.9 98 2.6 202 7 96 MassDEP Q Rate - Sept. 10, 2013 - Page 8 Examples Example 1: 2.28-acre asphalt parking lot (impervious surface), with time of concentration equal to 0.25 hours. The proposed parking lot drains to a wetland resource area, which is not a critical area, nor is the site located “near” a critical area. A proprietary separator is proposed to pretreat runoff to be directed to an Extended Detention Basin. Because site does not drain to or located near a critical area, WQV = ½ -inch 1-acre = 0.0015625 mi2 Step 1: Use CN = 98 to represent the 2.28-acre impervious surface. Step 2: Determine tc tc = 0.25 hours (given). Step 3: Determine qu using Figure 2 With tc = 0.25 hours, qu is determined to be 606 csm/inch using Table in Figure 2. Step 4 (Final Step): Determine Q 0.5 Q 0.5 = (qu)(A)(WQV) Q 0.5 = (606 csm/in)(2.28-acre)(0.0015625 mi2/acre)( ½ -inch) Q 0.5 ≈ 1.1 CFS Example 2: One-acre site composed entirely of impervious surfaces, with time of concentration equal to 6 minutes. The proposed impervious surfaces are to be drained to a stream located in Zone II of a public drinking water supply. A proprietary separator is proposed to pretreat runoff to be directed to an Infiltration Basin. Because site drains to a critical area, WQV = 1-inch 1-acre = 0.0015625 mi2 Step 1: Use CN = 98 to represent the 1-acre impervious surface. Step 2: Determine tc MassDEP Q Rate - Sept. 10, 2013 - Page 9 tc = 6 minutes (given). Convert minutes to hours tc = (6 minutes) /(60 minutes/hr) = 0.1 hours Step 3: Determine qu using Table in Figure 4 Using the tc column, read down to find tc = 0.1 hours. Read to the right of tc = 0.1 hours to find the qu value which is 774 csm/inch. Alternatively, you may use Figure 3 (Ia/P curve = 0.034). Find tc = 0.1 hours, read up to the Ia/P curve, then follow intersecting line to the left to interpolate the qu value. You’ll note that using Figure 4 is quicker in so far as no interpolation is required. In cases where the tc is not listed in Figure 4, you may need to use Figure 3. In such instances, Figure 4 may still assist you in bracketing the qu values to interpolate. Step 4 (Final Step): Determine Q 1 Q 1 = (qu)(A)(WQV) Q 1 = (774 csm/in)(1-acre)(0.0015625 mi2/acre)(1-inch) Q 1 ≈ 1.2 CFS If the conversion factor to convert acres to square miles is not included, the result will not be correct. As different units are used in the computations, double check your units to ensure the result is correct. Method Derivation The Stormwater Advisory Committee convened to assist MassDEP with the 2008 stormwater revisions to the Wetlands and 401 Water Quality Certification regulations. The Advisory Committee tabled a method proposed at that time and asked its Proprietary BMP subcommittee to study the issue further. Subsequently, the Proprietary BMP subcommittee met from 2008 to 2011, examining multiple methods. Among the methods reviewed included the Rational Method used by New Jersey DEP, Ahlfeld et al 2004, Winkler et al 2001, Claytor and Scheuler 1996, Imbrium PCSWMM, and Bryant. The Ahlfeld and Winkler methods were funded by MassDEP through 319 funds and developed using Massachusetts precipitation data. The Claytor method is based on SCS TR-55 graphical methods. The PCSWMM method is a proprietary version of the EPA SWMM method, based on Mannings equation. The Bryant method was based on precipitation data compiled in the Ahlfeld and Winkler methods. To assist in selecting a method, Rees and Schoen 2009 conducted third party review of the different approaches. Rees and Schoen found that the various methods produced different peak rate flows. MassDEP Q Rate - Sept. 10, 2013 - Page 10 Differences were also found between peak flow rates in coastal and inland areas. With some methods, the precipitation intensity associated with the ½-inch water quality volume produced a greater flow rate than the 1-inch water quality volume. The study concluded that the Claytor and Schueler 1996 method was the most complete in attempting to transform the Water Quality Volume to a flow rate. Subsequent to the study, flow rate results from the Claytor and Schueler method were adapted for use in Massachusetts using both the first ½ - inch and 1-inch Water Quality Volumes. Flow rates were found to bypass a portion of the Water Quality Volume for the both the first ½ -inch and 1-inch of runoff depending on drainage area and treatment device size. As bypassed runoff is not treated, the Proprietary BMP Subcommittee agreed on meeting held in March 2011 that practices sized using the flow conversion method must be restricted to pretreatment only and directed to stormwater treatment practices. The Proprietary BMP Subcommittee subsequently recommended the Claytor and Schueler 1996 method be used, as adapted for use in Massachusetts, to the Stormwater Advisory Committee in May 2011. The Claytor and Schueler 1996 approach in part utilizes the U.S. Natural Resource and Conservation Service Technical Release 55 (TR-55) Graphical Peak Discharge Method (NRCS / SCS 1986), adapted for small storm hydrology (Pitt 1999). It was adapted for use in Massachusetts by determining the precipitation values that generate the first ½ -inch and 1-inch of runoff, using the NRCS / SCS 1986 equations as described below. 1. The Massachusetts Stormwater Standard No. 4 sets the required WQV equal to 0.5-inch or 1.0- inch, depending if the discharge is to or near a critical area, Land Use with Higher Potential Pollutant Load (LUHPPL), or soil with rapid infiltration rate. 2. The Claytor and Scheuler 1996 method requires a Curve Number (CN) be determined to represent the ability of a surface to effectively convey runoff. CN 98 was derived for impervious surfaces using small storm hydrology using the following equation (NRCS / SCS 1986). The precipitation depth associated with the first 1.0-inch of runoff is 1.2 watershed inches based on Figure 4 (NRCS 1986 Table 2-1) and Figure 5 (NRCS 1986 Figure 2-1). The precipitation depth associated with the first ½ - inch of runoff is 0.7 watershed inches. ½-inch WQV Derivation: Solve for Pt  CN 1000 10 5Pt 10QWQV 10(QWQV 2 1.25QWQV Pt )0.5 Where: CN = Runoff Curve Number = 98 for runoff impervious surfaces Pt = Precipitation depth QWQV = Runoff depth related to Water Quality Volume = 0.5 watershed inches This equation produces the result Pt = 0.7 inches, when CN = 98 and QWQV = 0.5 inches. MassDEP Q Rate - Sept. 10, 2013 - Page 11 1-inch WQV Derivation  CN 1000 10 5Pt 10QWQV 10(QWQV 2 1.25QWQV Pt )0.5 Where: CN = Runoff Curve Number = 98 for runoff from impervious surfaces Pt = Precipitation depth QWQV = Runoff depth related to Water Quality Volume = 1.0 watershed inches This equation produces the result Pt = 1.2 inches, when CN = 98 and QWQV = 1.0 inches 3. Potential maximum retention (S) in inches was derived using the following equation (NRCS 1986): ½-inch WQV Derivation / 1-inch WQV Derivation (result same for both): S = (1000/CN) – 10 This equation produces the result S = 0.204 when the CN = 98 4. The initial abstraction (Ia) was derived using the following equation (NRCS 1986): ½-inch WQV Derivation / 1-inch WQV Derivation (result same for both): Ia = 0.2S This equation produces the result Ia = 0.041, when S = 0.204 Also See Figure 6 (NRCS 1986, Table 4-1), where Ia = 0.041, for CN = 98 5. The Ia/P Ratio was derived using the following equation (NRCS 1986): ½-inch WQV Derivation Solve for Ia/P Ratio using the following equation (NRCS 1986): Ia/P Ratio = Ia/ Pt Where: Ia = 0.041 (for CN = 98) Pt = 0.7 watershed inches Ia/P Ratio = 0.041/ 0.7 = 0.058 MassDEP Q Rate - Sept. 10, 2013 - Page 12 1-inch WQV Derivation Ia/P Ratio = Ia/ Pt Where: Ia = 0.041 (for CN = 98) Pt = 1.2 watershed inches Ia/P Ratio = 0.041/ 1.2 = 0.034 6. For the first ½ -inch runoff, Ia/P curve for 0.058 ratio (Figure 1) and corresponding table (Figure 2) were generated using coefficients C0, C1 and C2 derived from regression of coefficients published in Appendix F in NRCS / SCS TR-55 1986. 7. For the first 1-inch runoff, Ia/P curve for 0.034 ratio (Figure 3) and corresponding table (Figure 4) were generated using coefficients C0, C1 and C2 derived from regression of coefficients published in Appendix F in NRCS / SCS TR-55 1986. MassDEP Q Rate - Sept. 10, 2013 - Page 13 Figures Used for Method Derivation Figure 5: Graph Depicting CN to Percent Impervious Relationship by Precipitation Depth (MD 2000, Figure D- 10.1). Note at 100% imperviousness, precipitation depths coincide, making corresponding Runoff CN greater than 98. MassDEP Q Rate - Sept. 10, 2013 - Page 14 Figure 6: Relationship Between Impervious Cover & Runoff Coefficient (Vermont 2002, from Schueler, 1987). Note at 100% imperviousness, Rv is between 0.9 and 1, meaning that most of the precipitation effectively becomes runoff. MassDEP Q Rate - Sept. 10, 2013 - Page 15 Figure 7: Table Depicting Relationship Between Precipitation (P) and Direct Runoff (Q) by Curve Number (NRCS 1986, Table 2-1). 1.2 inches of precipitation effectively becomes 0.99-inch of runoff. MassDEP Q Rate - Sept. 10, 2013 - Page 16 Figure 8: Graph Depicting Relationship Between Precipitation (P) and Direct Runoff (Q) by Curve Number (NRCS 1986, Figure 2-1). This indicates that for a CN 98 (representing impervious surfaces), 1.2 inches of precipitation effectively equals 1-inch of direct runoff. MassDEP Q Rate - Sept. 10, 2013 - Page 17 Figure 9: Table Listing Ia by CN (NRCS 1986, Table 4-1). This indicates Initial Abstraction (Ia) for CN 98 = 0.041 MassDEP Q Rate - Sept. 10, 2013 - Page 18 Figure 10: Graph Depicting Ia/P to Precipitation Relationship by CN (NRCS 1986, Figure 4-1). Ia/P ratio of 0.034 corresponding to 1.2 inches of precipitation added. Ia/P ratio determined for CN 98, using Ia = 0.041, P = 1.2 MassDEP Q Rate - Sept. 10, 2013 - Page 19 Figure 11: Relationship Between Time of Concentration and Unit Peak Discharge for Ia/P Ratios from 0.10 to 0.50 for NRCS Type III Storm Distribution (NRCS 1986, Exhibit 4-III). NRCS / SCS 1986 specifies Type III storm distribution (tropical influenced storms) for Massachusetts. See Figure 3 and 4 for Ia/P Ratio = 0.034 MassDEP Q Rate - Sept. 10, 2013 - Page 20 References: Ahlfeld, D.P. and Minihane, M., 2004, Storm flow from the first-flush precipitation in stormwater design, Journal of Irrigation and Drainage Engineering, 130:4, pp. 269 – 276. Bryant, G., undated, Massachusetts Rainfall Intensity Analysis, Hydroworks LLC, 9 pages Claytor, R. and T. Schueler, 1996. Design of Stormwater Filtering Systems. Center for Watershed Protection. Ellicott City, MD, Pages 2-27 to 2-29, WEB: http://www.mckenziewaterquality.org/documents/stormwater_filtration_system_design.pdf Connecticut Department of Environmental Protection, 2004, -Connecticut Stormwater Quality Manual, Appendix B, pages B-1 to B-3, WEB: http://www.ct.gov/deep/lib/deep/water_regulating_and_discharges/stormwater/manual/Apx_B_Wate r_Quality.pdf DeGaetano, A. and Zarrow, D., Extreme Precipitation in New York and New England, northeast Regional Climate Center, Cornell University, WEB: http://precip.eas.cornell.edu/docs/xprecip_techdoc.pdf Douglas, E. and Fairbank, C., 2011, Is Precipitation in Northern New England Becoming More Extreme? Statistical Analysis of Extreme Rainfall in Massachusetts, New Hampshire, and Maine and Updated Estimates of the 100-year Storm, Journal of Hydrologic Engineering, Volume 16, No. 3, pp 203 - 217 Froehlich, David C., 2009, Graphical Calculation of First Flush Flow Rates for Storm-Water Quality Control, Journal of Irrigation and Drainage Engineering, Vol. 135, No. 1 Hershfield, D. M.,1961, Rainfall frequency atlas of the United States for Durations from 30 Minutes to 24 Hours and Return Periods from 1 to 100 years. Weather Bureau Technical Paper No. 40, U.S. Weather Bureau, Washington D.C. Knox County, Stormwater Management Manual, Volume 2, Section 3.1.7.2, http://www.knoxcounty.org/stormwater/pdfs/vol2/3-1-7%20Water%20Quality%20Calculations.pdf Maryland Dept. of the Environment, 2000, Stormwater Design Manual, Appendix D.10, Method for Computing Peak Discharge for Water Quality Storm, Pages D.10.1 to D.10.4, WEB: http://mde.maryland.gov/assets/document/sedimentstormwater/Appnd_D10.pdf National Weather Service, 2013, Hydrometeorological Design Studies Center, Quarterly Progress Report, April 1, 2013 to June 30, 2013, WEB: http://www.nws.noaa.gov/oh/hdsc/current- projects/progress/201307_HDSC_PR.pdf Natural Resources Conservation Service (NRCS), 1986, Urban Hydrology for Small Watersheds, Technical Release 55 (TR-55). WEB: ftp://ftp.wcc.nrcs.usda.gov/wntsc/H&H/other/TR55documentation.pdf New Hampshire Department of Environmental Services, 2008, New Hampshire Stormwater Manual, Volume 2, Chapter 2, Pages 9 – 10, WEB: http://des.nh.gov/organization/divisions/water/stormwater/documents/wd-08-20b_ch2.pdf MassDEP Q Rate - Sept. 10, 2013 - Page 21 New Jersey Department of Environmental Protection, 2009, Protocol for Total Suspended Solids Removal Based on Field Testing Amendments to TARP Protocol, WEB: http://www.state.nj.us/dep/stormwater/pdf/field_protocol_08_05_09.pdf Pitt, R., 1999, Small Storm Hydrology and Why it is Important for the Design of Stormwater Control Practices, In: Advances in Modeling the Management of Stormwater Impacts, Volume 7. (Edited by W. James). Computational Hydraulics International, Guelph, Ontario and Lewis Publishers/CRC Press. 1999. WEB: http://rpitt.eng.ua.edu/Publications/UrbanHyandCompsoils/small%20storm%20hydrology%20Pitt%20ja mes98.pdf Rees, Paula and Schoen, Jerry, 2009, PCSWMM Evaluation, Final Technical Report, Prepared for Massachusetts Department of Environmental Protection Project 2008-08/319, University of Massachusetts at Amherst, Water Resources Research Center Rhode Island Department of Environmental Management, 2010, DRAFT Rhode Island Stormwater Design and Installation Standards Manual, Chapter 3, Section 3.3.3.2, Page 3-15, WEB: http://www.dem.ri.gov/pubs/wetmanl/stormmnl.pdf Schueler, Thomas, 1987, Controlling urban runoff: a practical manual for planning and designing urban BMPs. Appendix A. Department of Environmental Programs. Metropolitan Washington Council of Governments, Washington, DC. Vermont Agency of Natural Resources, 2002, Vermont Stormwater Management Manual, Volume I, Section 1.3.2, Pages 1-15 to 1-16, WEB: http://www.vtwaterquality.org/stormwater/docs/sw_manual- vol1.pdf Winkler, E, Ahlfeld, D., Askar, G., Minihane, M., 2001, Final Report: Development of a Rational Basis for Designing Recharging Stormwater Control Structures and Flow and Volume Design Criteria. Prepared for Massachusetts Department of Environmental Protection Project 99-06/319. University of Massachusetts at Amherst (PDF File, April, 2001) APPENDIX H DEP CHECKLIST FOR STORMWATER REPORT Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 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 A. Introduction Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in 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.1 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. 1 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 Sedimentat ion Control Plan before commencing any land disturbance activity on the site. Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 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 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 August 7, 2023 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 Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 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) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: No disturbance to any Wetland Resource Areas Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area (Redevelopment Only) Minimizing disturbance to existing trees and shrubs LID Site Design Credit Requested: Credit 1 Credit 2 Credit 3 Use of “country drainage” versus curb and gutter conveyance and pipe Bioretention Cells (includes Rain Gardens) Constructed Stormwater Wetlands (includes Gravel Wetlands designs) Treebox Filter Water Quality Swale Grass Channel Green Roof Other (describe): Standard 1: No New Untreated Discharges No new untreated discharges Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 04/01/08 Stormwater Report Checklist • Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 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 Field1 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. 21E 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. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 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 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 mound ing analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 04/01/08 Stormwater Report Checklist • Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) The BMP is sized (and calculations provided) based on: The ½” 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 LUHPP Ls to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 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 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 foun d in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Stormwater checklist - 35 Scudder Ave., Hyannis, MA.doc• 04/01/08 Stormwater Report Checklist • Page 8 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 informatio n 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 disturbanc e begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater R eport 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 ma intenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs.