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176 Turkey Hill Road Drainage Report 3.17.21 Stormwater Drainage Report ______________________________________________________________________________________ For Single Family Residence Linda Doucette-Ashman and Harvey Ashman 176 Turkey Hill Road Northampton, MA February 22, 2021 Revised: March 17, 2021 Prepared by: 4 Allen Place, Northampton, Massachusetts 01060 Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 1 Table of Contents Introduction 2 Site Terrain and Soils 2 Existing Conditions 3 Proposed Conditions 4 Calculations and Design 6 Summary 7 Stormwater Standards Compliance 8 Figures Figure 1 Pre- Development Drainage Area Plan Figure 2 Post- Development Drainage Area Plan Figure 3 Pre- Development Ground Cover Plan Figure 4 Post- Development Ground Cover Plan Figure 5A Demolition and Erosion Control Plan (Sheet 1 of 2) Figure 5B Demolition and Erosion Control Plan (Sheet 2 of 2) Appendices Appendix A Pre- and Post- Development Hydrologic Calculations Appendix B Soils Information Appendix C Proposed Stormwater Management System Operation & Maintenance Plan Appendix D Flood Plain Information – FEMA Firmette Appendix E NHESP – Estimated and Priority Habitats Appendix F TSS Removal Calculations Appendix G Checklist for Stormwater Report Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 2 I. Introduction The following report presents an analysis of the stormwater runoff and stormwater management for the construction of a new 4,448± s.f. two-story residence, a 1,437± s.f. garage, a 560’ paved driveway, paved parking and sidewalks. The site is located at 176 Turkey Hill Road. The site is not located within a flood plain as per the most recent FEMA information. (See Appendix D) The site also does not contain any areas located within the NHESP Estimated Habitats of Rare Wildlife or Priority Habitats of Rare Species. (See Appendix E) II. Site Terrain and Soils The existing 40.3 acre site contains an existing single family house with three sheds. The house, sheds and drive are concentrated at the lower, northeast corner of the parcel. An existing 515’ gravel driveway leads up at approximately 12.5% to 16% grades to the house from Turkey Hill Road. The northwestern portion of the parcel slopes steeply down toward Turkey Hill Road, the eastern part of the parcel slopes steeply down toward the eastern abutter and the southern portion of the parcel slopes steeply down toward the wetlands. A soil evaluation was done by Berkshire Design on November 4, 2020 and is included in Appendix B. Eight test pits were excavated as shown on the test pit location plan. The Natural Resources Conservation Service Web Soil Survey for Hampshire County, Massachusetts classifies the site soils as: 253C – Hinckley loamy sand, 8 to 15 percent slopes The profile from the Web Soil Survey lists these soils as loamy sand. All of the test pits fall within this soil type and all but Test Pit #8 have receiving layers of variants of sand. Test Pit #8 has a receiving layer of sandy loam. From the Rawls Rates table in the MassDOT Stormwater Handbook, the infiltration rate for Sand is 8.27 inches/hour and for Sandy Loam is 1.02 inches/hour, which are used in the calculations. (see Appendix B for the soil report): Per the Web Soil Survey Legend, the Hinckley soils are listed as Hydrologic Soil Group “A”. See Appendix B. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 3 306D – Paxton fine sandy loam, 8 to 15 percent slopes, very stony The profile from the Web Soil Survey lists these soils as fine sandy loam. Per the Web Soil Survey Legend, the Paxton soils are listed as Hydrologic Soil Group “C”. See Appendix B. 311C – Woodbridge fine sandy loam, 8 to 15 percent slopes, very stony The profile from the Web Soil Survey lists these soils as fine sandy loam. Per the Web Soil Survey Legend, the Woodbridge soils are listed as Hydrologic Soil Group “C/D”. See Appendix B. III. Existing Conditions As noted above, the site is an existing single family house with three sheds. There is an existing 515’ gravel driveway, a gravel parking area and landscaping. The existing conditions have been analyzed as four drainage areas containing a total area of 448,670 s.f. The area analyzed contains the areas affected by the development and the upslope areas contributing to the area of development. The existing drainage area boundaries are depicted on the Pre-Development Drainage Area Plan (Figure 1). The following is a brief description of the drainage areas: Area E1A Area E1A is approximately 97,119 square feet (s.f.) in size and contains the existing house, most of the gravel driveway, the riprap driveway swale, wooded areas and grass areas. This area drains northerly toward Turkey Hill Road, which is control point (CP-E1). Area E1B Area E1B is approximately 180,597 square feet (s.f.) in size and contains the wooded areas up the slope of a steep hill, a former driveway, walking paths and grass areas. This area drains northerly toward a culvert under the existing gravel driveway, then down the driveway drainage swale and then on to Turkey Hill Road, which is control point (CP-E1). Area E2 Area E2 is approximately 76,631 s.f in size and contains the eastern portion of the area of disturbance. This area contains two sheds, a walking path, woods and grass areas. This area drains easterly toward the eastern abutter, which is control point (CP-E2). Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 4 Area E3 Area E3 is approximately 94,323 s.f in size and contains the southern portion of the area of disturbance. This area contains a shed, a gravel parking area, woods and grass areas. This area drains southerly toward the wetlands, which is control point (CP-E3). IV. Proposed Conditions The proposed development will be a mixture of new development and redevelopment. The new development includes the construction of a new 4,448± s.f. two-story residence, a 1,437± s.f. garage, paved parking, lawn and landscaping areas and sidewalks. The redevelopment portion will include a 560’ paved driveway, a stormwater stilling basin and a bio-retention area. New electric utility services will be connected to the building from the existing electric utilities in the area. A new on-site sewage disposal system will be constructed to service the new house. A new potable water supply well will be drilled to the south of the proposed house at a distance greater than 100’ from the proposed septic system. A new surface detention/infiltration basin and a subsurface infiltration system will be constructed to mitigate the stormwater peak runoff in the pre- vs. post- development conditions. Two new bio retention areas will be constructed to provide water quality treatment. The proposed conditions will be analyzed with twelve drainage areas with a total area of 448,711 s.f. The proposed drainage area boundaries are depicted on the Post-Development Drainage Area Plan (Figure 2). The following is a brief description of the drainage areas: Area P1A Area P1A is approximately 15,579 s.f. in size and is the northeastern portion of the analysis area containing a portion of the paved driveway, grass and woods. Runoff drains overland northerly toward Turkey Hill Road, control point (CP-P1). Area P1B Area P1B is approximately 7,616 s.f. in size and contains a portion of the paved driveway, grass and woods. Runoff drains overland northerly toward the driveway at Turkey Hill Road, control point (CP-P1). Area P1C Area P1C is approximately 57,230 s.f. in size containing a portion of the paved driveway and riprap driveway swale, grass and woods. Stormwater runoff from this area drains to bio retention area #1 (BR1) which discharges over the stone or log lined spillway and sheet flows to Turkey Hill Road, control point (CP-P1). Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 5 Area P1D Area P1D is approximately 10,254 s.f. in size containing a portion of the paved driveway and riprap driveway swale, grass and woods. Stormwater runoff from this area drains to the stilling basin w/ boulders (1P), then to the riprap driveway swale and eventually to control point (CP-P1). Area P1E Area P1E is approximately 179,723 square feet (s.f.) in size and contains the wooded areas up the slope of a steep hill, walking paths and grass areas. This area drains northerly toward the containment area before the cross culvert (2P), then to a culvert under the proposed paved driveway, to the stilling basin w/ boulders (1P), then down the driveway drainage swale and eventually to control point (CP-P1). Area P1F Area P1F is approximately 9,619 s.f. in size containing detention/infiltration basin (3P), a portion of the paved driveway, grass and woods. Stormwater runoff from this area drains to the detention/infiltration basin (3P). Detention/infiltration basin (3P) is designed to contain and exfiltrate the stormwater runoff to the groundwater for the 2-yr, 10-yr and 100-yr storms. Emergency overflow from detention/infiltration basin (3P) will discharge into the driveway swale and eventually to control point (CP-P1). Area P1G Area P1G is approximately 11,946 s.f. in size containing bio retention area #2 (BR2), a portion of the paved driveway, the paved parking area, lawn, landscaping and woods. Stormwater runoff from this area drains to bio retention area #2 (BR2), then overflows to detention/infiltration basin (3P). Area P2A Area P2A is approximately 24,049 s.f in size and contains the northern portion of the area which sheet flows overland to the eastern abutter. This area contains an existing shed, woods and grass areas. This area drains easterly toward the eastern abutter, which is control point (CP-P2). Area P2B Area P2B is approximately 41,531 s.f in size and contains the southern portion of the area which sheet flows overland to the eastern abutter. This area contains the building deck, grass lined level spreader (LS1), woods and grass areas. This area drains easterly toward the eastern abutter, which is control point (CP-P2). Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 6 Area P2C Area P2C is approximately 5,245 s.f in size and contains the roof area of the new house and garage. This area drains to subsurface infiltration system (SIS) which overflows to the grass lined level spreader (LS1) and then sheet flows to the eastern abutter, which is control point (CP-P2). Area P3 Area P3 is approximately 86,021 s.f in size and contains the southern portion of the site. This area contains woods and grass areas. This area drains southerly toward the wetlands, which is control point (CP-P3). V. Calculations and Design Drainage calculations were performed on HydroCAD Stormwater Modeling System (HydroCAD) version 10.0 using Natural Resources Conservation Service (NRCS) TR-20 methodology. The NRCS method is based on rainfall observations, which were used to develop the Intensity-Duration-Frequency relationship, or IDF curve. The mass curve is a dimensionless distribution of rainfall over time, which indicates the fraction of the rainfall event that occurs at a given time within a 24-hour precipitation event. This synthetic distribution develops peak rates for storms of varying duration and intensities. The NRCS distribution provides a cumulative rainfall at any point in time and allows volume dependent routing runoff calculations to occur. These calculations are included in the appendices. The watershed boundaries for calculation purposes are divided according to the proposed site grading and the natural limits of the drainage areas. The curve numbers (CNs) and times of concentration for the existing and proposed subcatchment areas are based on the soil type and the existing and proposed cover conditions at the site. Watershed subcatchment areas, runoff coefficients and watercourse slopes are based on survey information. In the HydroCAD report in Appendix A, certain nodes are listed as “Ponds”. A “Pond” is defined in HydroCAD as a node used to model the storage effects of any retention or detention area, such as a reservoir, detention pond or storage chamber. All such “Ponds” used in this project are designed to either exfiltrate or drain the stormwater completely. There will be no “Ponds” associated with this project which will contain standing water. Calculations were performed for the 1-, 2-, 10-, and 100-year frequency storms under existing and proposed conditions. The results of the calculations are presented in Table 1 below. Appendix A presents the HydroCAD calculations. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 7 Point of Analysis 1-Year Storm 2-Year Storm 10-Year Storm 100-Year Storm Peak Flow Rate(cfs) Volume (ac-ft) Peak Flow Rate(cfs) Volume (ac-ft) Peak Flow Rate(cfs) Volume (ac-ft) Peak Flow Rate(cfs) Volume (ac-ft) CP-E1 0.08 0.039 0.33 0.091 1.74 0.321 4.71 0.774 CP-P1 0.00 0.000 0.09 0.004 1.60 0.176 4.47 0.594 CP-E2 0.00 0.000 0.00 0.000 0.00 0.003 0.11 0.042 CP-P2 0.00 0.000 0.00 0.000 0.00 0.003 0.09 0.038 CP-E3 0.03 0.019 0.16 0.044 0.91 0.153 2.38 0.347 CP-P3 0.03 0.017 0.14 0.041 0.83 0.140 2.17 0.317 Table 1 Peak Flow and Volume Summary VI. Summary The use of the surface detention/infiltration basin (3P) and the subsurface infiltration system (SIS) will result in the reduction of the offsite peak flow rates and runoff volumes to Turkey Hill Road, the eastern abutter and the wetlands for the 1-, 2-, 10- and 100-year storm frequencies for the pre- vs. post-development conditions. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 8 VII. Stormwater Standards Compliance The following section details how the project will meet DEP Stormwater Management Policy requirements: Standard 1 - Untreated Stormwater Bio retention area BMP’s are proposed for this project. Stormwater runoff from all of the new bituminous pavement will be routed to one of these two BMP’s prior to discharge over the spillway from bio retention area #1 (BR1). The subsurface infiltration system (SIS) will receive runoff from the house and garage roofs only. No Erosion to Wetlands: A. Runoff to the wetlands from the proposed work will sheet flow through grass and woods at least 50’ at all locations: no erosion to wetlands. B. Runoff to the eastern abutter from the grass lined level spreader (LS1) will sheet flow through 65’ of woods prior to the eastern property line. B. Exhibit 8-24 of the MassHighway Project Development & Design Guide, 2006 Edition, lists permissible velocities for channels lined with grass. HydroCAD was used to analyze the discharge velocities from overflow spillway in bioretention area #1. (See Appendix A) Exhibit 8-24 lists the maximum permissible velocity for channels lined with grass as 2.5 fps. Table 2 below lists the calculated velocities at the overflow spillway: Point of Analysis 2yr Discharge Velocity (fps) 10yr Discharge Velocity (fps) 100yr Discharge Velocity (fps) Overflow Spillway 0.35 0.93 1.32 Table 2 – Discharge Velocities Standard 2 - Post-Development Peak Discharge Rates and Runoff Volume See Table 1 and the Summary above. Standard 3 - Recharge Required Recharge Volume: Rv = F x Impervious Area Existing driveway and roof area = 11,621 s.f. Proposed driveway and roof area = 15,593 s.f. Increase in Impervious Area = 3,972 s.f. Per MADEP Stormwater Handbook, F = 0.6in for HSG A soils. Rv = (0.6in)(1ft/12in)(3,972 s.f.) = 200 c.f. The recharge volume available in detention/infiltration basin #3 up to the overflow weir is approx. 1,000 c.f. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 9 Standard 4 – Water Quality Water Quality Treatment Volume: VWQ = (DWQ/12in./ft.) x AIMP DWQ (Water Quality Depth): Infiltration Rate > 2.4 in./hr., use 1” For Bio retention area #1: AIMP = 4,738 s.f. VWQ = (1in./ 12in./ft.)(4,738 s.f.) = 395 c.f. For Bio retention area #2: AIMP = 4,600 s.f. VWQ = (1in./ 12in./ft.)(4,600 s.f.) = 385 c.f. Per the HydroCAD calculations, the volume in the surface of Bio retention area #1 is 775 c.f. The volume in the surface of Bio retention area #2 is 620 c.f. TSS Removal: TSS removal calculations are included in Appendix F. The Bio retention area #1 treatment train will remove 90% of TSS. The Bio retention area #2 treatment train will remove 90% of TSS. Standard 5 - Higher Potential Pollutant Loads The proposed site is not classified as a land use with higher pollutant loads. Standard 6 - Protection of Critical Areas The project site does not discharge to critical areas as defined in MA DEP Stormwater Policy Handbook. Standard 7 - Redevelopment Projects The project will be a mixture of New Development and Redevelopment. The New Development will be in the Subcatchment Areas P1F, P1G, P2A, P2B, P2C and P3 on the Post-Development Drainage Area Plan (DA-P). [See Figure 2]. The pre-development impervious area toward Turkey Hill Road will be 6,561 s.f. as taken from Subcatchment Area E1A on the Pre-Development Drainage Area Plan (DA-E). [See Figure 1]. The post-development impervious area toward Turkey Hill Road will be 4,727 s.f. as taken from Subcatchment Areas P1A through P1E on the DA-P plan. Therefore, the new development portion of the project will meet all of the Standards as set forth in the MADEP Stormwater Handbook. Standard 8 - Erosion/Sediment Control Erosion and sediment controls have been incorporated into the project design plans to (1) prevent erosion, (2) control sediments, and (3) stabilize exposed soils during construction and land disturbance. The contractor is required to complete a SWPPP prior to beginning construction in order to ensure that all erosion and sediment control measures are adequately implemented. (See Figures 5A & 5B) Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Page 10 Standard 9 - Operation/Maintenance Plan An Operation and Maintenance Plan for the proposed project is included in Appendix C. It includes general controls for construction and long term maintenance of the stormwater management system. Standard 10 – Prohibition of Illicit Discharges Standard 10 of the Massachusetts Stormwater Handbook prohibits illicit discharges to stormwater management systems. As stated in the handbook, “The stormwater management system is for conveying, treating, and infiltrating stormwater on-site, including stormwater best management practices and any pipes intended to transport stormwater to the groundwater, a surface water, or municipal separate storm sewer system. Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater.” Standard 10 also states that “The Illicit Discharge Compliance Statement must be accompanied by a site map that is drawn to scale and that identifies the location of any systems for conveying stormwater on the site and shows that these systems do not allow the entry of any illicit discharges into the stormwater management system. The site map shall identify the location of any systems for conveying wastewater and/or groundwater on the site and show that there are no connections between the stormwater and wastewater management systems and the location of any measures taken to prevent the entry of illicit discharges into the stormwater management system.” The site plans included with the Site Plan application and the Request for Determination of Applicability application displays the location of all of the stormwater management components on the project site and conforms to requirements of a “site map” to accompany the Illicit Discharge Compliance Statement. The Illicit Discharge Compliance Statement for the 176 Turkey Hill Road project is as follows: Illicit Discharge Compliance Statement Per the requirements of Standard 10 of the Massachusetts Stormwater Management Standards it shall be stated there will be No Illicit Discharges under the scope of this project, the 176 Turkey Hill Road Project. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Appendix A – Pre- and Post Development Hydrologic Calculations E1A To Turkey Hill Road E1B To Basin #E1 E2 Toward Eastern Abutters E3 To Wetlands P1A Direct to Turkey Hill Road P1B To Turkey Hill Road Driveway P1C To Bio Retention Area #1 P1D To Basin #1P P1E To Basin #2P P1F To Basin #3P P1G To Bio Retention Area #2 P2A Toward Eastern Abutters - North P2B Toward Eastern Abutters - South P2C Roof Drainage to SIS P3 To Wetlands 1R Driveway Swale CPE1 Turkey Hill Road CPE2 Eastern Abutters CPE3 Wetlands CPP1 Turkey Hill Road CPP2 Eastern Abutters CPP3 Wetlands 1E Basin #E1 1P Basin #1 2P Basin #2 3P Basin #3 BR1 Bio Retention Area #1 BR2 Bio Retention Area #2 LS1 Level Spreader #1 SIS Subsurface Infiltration System Routing Diagram for 176 Turkey Hill Road 3.17.21 Prepared by Berkshire Design Group, Printed 3/17/2021 HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 2HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1A: To Turkey Hill Road [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 84,373 30 Woods, Good, HSG A 2,295 39 >75% Grass cover, Good, HSG A * 2,938 76 Riprap, HSG A 6,561 96 Gravel surface, HSG A 952 98 Roofs, HSG A 97,119 37 Weighted Average 96,167 99.02% Pervious Area 952 0.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.6 66 0.0760 0.69 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 5.34 Shallow Concentrated Flow, Gravel Unpaved Kv= 16.1 fps 0.1 92 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 17.0 403 Total Summary for Subcatchment E1B: To Basin #E1 Runoff = 0.09 cfs @ 13.13 hrs, Volume= 0.042 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 52,493 30 Woods, Good, HSG A 122,243 70 Woods, Good, HSG C 1,562 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C * 269 76 Riprap, HSG A * 2,304 72 Walking path, HSG A 180,597 58 Weighted Average 180,597 100.00% Pervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 3HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 274 0.0700 14.07 319.45 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,320 Total Summary for Subcatchment E2: Toward Eastern Abutters [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 59,638 30 Woods, Good, HSG A 13,392 39 >75% Grass cover, Good, HSG A 286 98 Roofs, HSG A * 3,315 72 Walking path, HSG A 76,631 34 Weighted Average 76,345 99.63% Pervious Area 286 0.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 46 0.0300 0.17 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.00" 5.8 54 0.0600 0.16 Sheet Flow, Meadow Grass: Dense n= 0.240 P2= 3.00" 0.3 43 0.1300 2.52 Shallow Concentrated Flow, Meadow Short Grass Pasture Kv= 7.0 fps 1.6 103 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 12.3 246 Total Summary for Subcatchment E3: To Wetlands Runoff = 0.03 cfs @ 13.18 hrs, Volume= 0.019 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 4HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 23,724 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,920 39 >75% Grass cover, Good, HSG A 1,278 74 >75% Grass cover, Good, HSG C 575 98 Roofs, HSG A 3,370 96 Gravel surface, HSG A 94,323 57 Weighted Average 93,748 99.39% Pervious Area 575 0.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Subcatchment P1A: Direct to Turkey Hill Road [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 15,523 30 Woods, Good, HSG A * 56 76 Spillway, HSG A 15,579 30 Weighted Average 15,579 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.3900 0.14 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.9 26 0.0385 0.49 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.5 83 0.1330 0.91 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 14.2 209 Total 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 5HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P1B: To Turkey Hill Road Driveway [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 5,890 30 Woods, Good, HSG A 622 39 >75% Grass cover, Good, HSG A * 214 76 Riprap, HSG A 890 98 Paved parking, HSG A 7,616 40 Weighted Average 6,726 88.31% Pervious Area 890 11.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 100 0.3000 0.13 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.1 80 0.2300 1.20 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 16 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 71 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 26 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 14.6 293 Total Summary for Subcatchment P1C: To Bio Retention Area #1 [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 48,117 30 Woods, Good, HSG A 5,332 39 >75% Grass cover, Good, HSG A * 1,158 76 Riprap, HSG A 2,286 98 Paved parking, HSG A 334 98 Water Surface, HSG A 57,227 35 Weighted Average 54,607 95.42% Pervious Area 2,620 4.58% Impervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 6HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.4 66 0.0980 0.78 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 43 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 16.7 354 Total Summary for Subcatchment P1D: To Basin #1P Runoff = 0.00 cfs @ 22.25 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 3,132 30 Woods, Good, HSG A 4,931 39 >75% Grass cover, Good, HSG A 68 74 >75% Grass cover, Good, HSG C * 457 76 Riprap, HSG A 1,551 98 Paved parking, HSG A 82 98 Water Surface, HSG A * 33 72 Walking path, HSG A 10,254 48 Weighted Average 8,621 84.07% Pervious Area 1,633 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 31 0.1500 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 7.1 52 0.3700 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.8 11 0.3300 0.22 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 10.5 94 Total 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 7HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P1E: To Basin #2P Runoff = 0.08 cfs @ 13.13 hrs, Volume= 0.042 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 51,881 30 Woods, Good, HSG A 122,218 70 Woods, Good, HSG C 1,541 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C 287 98 Water Surface, HSG A * 2,069 72 Walking path, HSG A 179,722 58 Weighted Average 179,435 99.84% Pervious Area 287 0.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 255 0.0820 15.23 345.75 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,301 Total Summary for Subcatchment P1F: To Basin #3P Runoff = 0.00 cfs @ 21.31 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 7,803 39 >75% Grass cover, Good, HSG A 900 98 Paved parking, HSG A 593 98 Water Surface, HSG A 323 74 >75% Grass cover, Good, HSG C 9,619 49 Weighted Average 8,126 84.48% Pervious Area 1,493 15.52% Impervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 8HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.4 100 0.0100 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 0.6 75 0.0200 2.12 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 0.0 11 0.5000 10.61 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 20.0 186 Total Summary for Subcatchment P1G: To Bio Retention Area #2 Runoff = 0.03 cfs @ 12.33 hrs, Volume= 0.006 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 6,844 39 >75% Grass cover, Good, HSG A 4,600 98 Paved parking, HSG A 502 98 Water Surface, HSG A 11,946 64 Weighted Average 6,844 57.29% Pervious Area 5,102 42.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 74 0.0320 0.13 Sheet Flow, Landscaping Grass: Dense n= 0.240 P2= 3.00" 0.3 20 0.0320 1.16 Sheet Flow, Paved Smooth surfaces n= 0.011 P2= 3.00" 9.9 94 Total Summary for Subcatchment P2A: Toward Eastern Abutters - North [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 9HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 19,957 30 Woods, Good, HSG A 3,258 39 >75% Grass cover, Good, HSG A 123 98 Roofs, HSG A * 606 72 Walking path, HSG A 23,944 33 Weighted Average 23,821 99.49% Pervious Area 123 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 50 0.0500 0.14 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 12.7 50 0.0800 0.07 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.7 33 0.1000 0.79 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 133 Total Summary for Subcatchment P2B: Toward Eastern Abutters - South [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 23,974 30 Woods, Good, HSG A 16,400 39 >75% Grass cover, Good, HSG A * 175 76 Riprap, HSG A * 982 98 Deck, HSG A 41,531 35 Weighted Average 40,549 97.64% Pervious Area 982 2.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1300 0.09 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.0 63 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 163 Total 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 10HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P2C: Roof Drainage to SIS Runoff = 0.29 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 5,245 98 Roofs, HSG A 5,245 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min Tc Summary for Subcatchment P3: To Wetlands Runoff = 0.03 cfs @ 13.18 hrs, Volume= 0.017 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 1-Year Rainfall=2.45" Area (sf) CN Description 20,538 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,069 39 >75% Grass cover, Good, HSG A 958 74 >75% Grass cover, Good, HSG C 86,021 57 Weighted Average 86,021 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Reach 1R: Driveway Swale Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 0.11" for 1-Year event Inflow = 0.08 cfs @ 13.13 hrs, Volume= 0.039 af Outflow = 0.08 cfs @ 13.15 hrs, Volume= 0.039 af, Atten= 0%, Lag= 1.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.44 fps, Min. Travel Time= 3.7 min Avg. Velocity = 1.07 fps, Avg. Travel Time= 5.0 min 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 11HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Peak Storage= 18 cf @ 13.15 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 1.33' Flow Area= 7.1 sf, Capacity= 96.19 cfs 2.00' x 1.33' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 2.0 '/' Top Width= 8.65' Length= 320.0' Slope= 0.1062 '/' Inlet Invert= 445.00', Outlet Invert= 411.00' Summary for Reach CPE1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.375 ac, 0.34% Impervious, Inflow Depth = 0.07" for 1-Year event Inflow = 0.08 cfs @ 13.15 hrs, Volume= 0.039 af Outflow = 0.08 cfs @ 13.15 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.759 ac, 0.37% Impervious, Inflow Depth = 0.00" for 1-Year 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 Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.165 ac, 0.61% Impervious, Inflow Depth = 0.10" for 1-Year event Inflow = 0.03 cfs @ 13.18 hrs, Volume= 0.019 af Outflow = 0.03 cfs @ 13.18 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 12HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Reach CPP1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.703 ac, 4.12% Impervious, Inflow Depth = 0.00" for 1-Year 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 Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.624 ac, 8.98% Impervious, Inflow Depth = 0.00" for 1-Year 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 Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.975 ac, 0.00% Impervious, Inflow Depth = 0.10" for 1-Year event Inflow = 0.03 cfs @ 13.18 hrs, Volume= 0.017 af Outflow = 0.03 cfs @ 13.18 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 1E: Basin #E1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=29) Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 0.12" for 1-Year event Inflow = 0.09 cfs @ 13.13 hrs, Volume= 0.042 af Outflow = 0.09 cfs @ 13.13 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 13.13 hrs, Volume= 0.003 af Primary = 0.08 cfs @ 13.13 hrs, Volume= 0.039 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 448.30' @ 13.13 hrs Surf.Area= 17 sf Storage= 2 cf Plug-Flow detention time= 0.6 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 1,025.4 - 1,024.8 ) Volume Invert Avail.Storage Storage Description #1 448.15' 96 cf Custom Stage Data (Irregular) Listed below (Recalc) 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 13HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 448.15 16 16.0 0 0 16 450.00 23 24.0 36 36 61 450.50 56 35.0 19 55 115 451.00 112 53.0 41 96 243 Device Routing Invert Outlet Devices #1 Primary 448.15'12.0" Round Culvert L= 31.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 448.15' / 445.47' S= 0.0865 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 450.50'6.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #3 Discarded 448.15'8.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 13.13 hrs HW=448.30' (Free Discharge) 3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.08 cfs @ 13.13 hrs HW=448.30' TW=445.03' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.08 cfs @ 1.15 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 1P: Basin #1 Inflow Area = 4.856 ac, 4.03% Impervious, Inflow Depth = 0.10" for 1-Year event Inflow = 0.08 cfs @ 13.13 hrs, Volume= 0.042 af Outflow = 0.08 cfs @ 13.13 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Discarded = 0.02 cfs @ 13.13 hrs, Volume= 0.017 af Primary = 0.07 cfs @ 13.13 hrs, Volume= 0.025 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 442.03' @ 13.13 hrs Surf.Area= 85 sf Storage= 54 cf Plug-Flow detention time= 21.7 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 21.7 min ( 1,047.2 - 1,025.5 ) Volume Invert Avail.Storage Storage Description #1 441.00' 105 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 26 22.0 0 0 26 442.00 82 37.0 51 51 102 442.50 133 46.0 53 105 165 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 14HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 442.00'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.02 cfs @ 13.13 hrs HW=442.03' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.07 cfs @ 13.13 hrs HW=442.03' TW=412.61' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.41 fps) Summary for Pond 2P: Basin #2 Inflow Area = 4.126 ac, 0.16% Impervious, Inflow Depth = 0.12" for 1-Year event Inflow = 0.08 cfs @ 13.13 hrs, Volume= 0.042 af Outflow = 0.08 cfs @ 13.13 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 13.13 hrs, Volume= 0.000 af Primary = 0.08 cfs @ 13.13 hrs, Volume= 0.042 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 450.00' @ 0.00 hrs Surf.Area= 23 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 1,024.8 - 1,024.8 ) Volume Invert Avail.Storage Storage Description #1 450.00' 245 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 450.00 23 24.0 0 0 23 451.00 108 50.0 60 60 181 452.00 273 72.0 184 245 403 Device Routing Invert Outlet Devices #1 Primary 446.00'10.0" Round Culvert L= 40.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 446.00' / 442.00' S= 0.1000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Discarded 450.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 15HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 13.13 hrs HW=450.00' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.00 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 13.13 hrs HW=450.00' TW=442.03' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.97 cfs potential flow) Summary for Pond 3P: Basin #3 Inflow Area = 0.495 ac, 30.58% Impervious, Inflow Depth = 0.01" for 1-Year event Inflow = 0.00 cfs @ 21.31 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 21.32 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.5 min Discarded = 0.00 cfs @ 21.32 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 457.00' @ 21.32 hrs Surf.Area= 343 sf Storage= 0 cf Plug-Flow detention time= 0.9 min calculated for 0.000 af (100% of inflow) Center-of-Mass det. time= 0.9 min ( 1,208.3 - 1,207.4 ) Volume Invert Avail.Storage Storage Description #1 457.00' 1,197 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 457.00 343 87.0 0 0 343 458.00 593 107.0 462 462 667 459.00 887 126.0 735 1,197 1,038 Device Routing Invert Outlet Devices #1 Primary 458.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 457.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 21.32 hrs HW=457.00' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=457.00' TW=441.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 16HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Pond BR1: Bio Retention Area #1 Inflow Area = 6.170 ac, 4.14% Impervious, Inflow Depth = 0.05" for 1-Year event Inflow = 0.07 cfs @ 13.13 hrs, Volume= 0.025 af Outflow = 0.05 cfs @ 14.41 hrs, Volume= 0.025 af, Atten= 21%, Lag= 77.1 min Discarded = 0.05 cfs @ 14.41 hrs, Volume= 0.025 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 413.05' @ 14.41 hrs Surf.Area= 161 sf Storage= 97 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 22.3 min ( 1,000.9 - 978.6 ) Volume Invert Avail.Storage Storage Description #1 412.00' 775 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 412.00 38 31.0 0 0 38 413.00 154 62.0 89 89 272 414.00 334 83.0 238 328 525 415.00 571 101.0 447 775 804 Device Routing Invert Outlet Devices #1 Primary 414.50'12.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 412.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.05 cfs @ 14.41 hrs HW=413.05' (Free Discharge) 2=Exfiltration ( Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=412.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond BR2: Bio Retention Area #2 Inflow Area = 0.274 ac, 42.71% Impervious, Inflow Depth = 0.25" for 1-Year event Inflow = 0.03 cfs @ 12.33 hrs, Volume= 0.006 af Outflow = 0.03 cfs @ 12.47 hrs, Volume= 0.006 af, Atten= 13%, Lag= 8.3 min Discarded = 0.03 cfs @ 12.47 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 17HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Peak Elev= 460.03' @ 12.47 hrs Surf.Area= 152 sf Storage= 5 cf Plug-Flow detention time= 1.1 min calculated for 0.006 af (100% of inflow) Center-of-Mass det. time= 1.1 min ( 939.9 - 938.8 ) Volume Invert Avail.Storage Storage Description #1 460.00' 1,263 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 460.00 148 66.0 0 0 148 461.00 304 89.0 221 221 442 462.00 502 111.0 399 620 806 463.00 795 135.0 643 1,263 1,292 Device Routing Invert Outlet Devices #1 Primary 462.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 460.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.03 cfs @ 12.47 hrs HW=460.03' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=460.00' TW=457.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond LS1: Level Spreader #1 Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 0.00" for 1-Year 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 441.00' @ 0.00 hrs Surf.Area= 74 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 441.00' 222 cf Custom Stage Data (Irregular) Listed below (Recalc) 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 18HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 74 43.0 0 0 74 442.00 174 56.0 120 120 188 442.50 233 62.0 101 222 251 Device Routing Invert Outlet Devices #1 Primary 442.00'15.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=441.00' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.01 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=441.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SIS: Subsurface Infiltration System Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 2.22" for 1-Year event Inflow = 0.29 cfs @ 12.07 hrs, Volume= 0.022 af Outflow = 0.09 cfs @ 12.36 hrs, Volume= 0.022 af, Atten= 69%, Lag= 17.6 min Discarded = 0.09 cfs @ 12.36 hrs, Volume= 0.022 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 452.11' @ 12.36 hrs Surf.Area= 296 sf Storage= 175 cf Plug-Flow detention time= 10.0 min calculated for 0.022 af (100% of inflow) Center-of-Mass det. time= 10.0 min ( 771.4 - 761.5 ) Volume Invert Avail.Storage Storage Description #1 451.00' 270 cf 4.00'W x 74.00'L x 4.00'H Prismatoid 1,184 cf Overall - 509 cf Embedded = 675 cf x 40.0% Voids #2 451.50' 509 cf 36.0" Round Pipe Storage Inside #1 L= 72.0' 779 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 453.75'12.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 453.75' / 453.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 451.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' 176 Turkey Hill Road, Northampton Type III 24-hr 1-Year Rainfall=2.45"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 19HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.09 cfs @ 12.36 hrs HW=452.11' (Free Discharge) 2=Exfiltration ( Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=451.00' TW=441.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 20HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1A: To Turkey Hill Road [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 84,373 30 Woods, Good, HSG A 2,295 39 >75% Grass cover, Good, HSG A * 2,938 76 Riprap, HSG A 6,561 96 Gravel surface, HSG A 952 98 Roofs, HSG A 97,119 37 Weighted Average 96,167 99.02% Pervious Area 952 0.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.6 66 0.0760 0.69 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 5.34 Shallow Concentrated Flow, Gravel Unpaved Kv= 16.1 fps 0.1 92 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 17.0 403 Total Summary for Subcatchment E1B: To Basin #E1 Runoff = 0.33 cfs @ 12.82 hrs, Volume= 0.095 af, Depth= 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 52,493 30 Woods, Good, HSG A 122,243 70 Woods, Good, HSG C 1,562 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C * 269 76 Riprap, HSG A * 2,304 72 Walking path, HSG A 180,597 58 Weighted Average 180,597 100.00% Pervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 21HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 274 0.0700 14.07 319.45 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,320 Total Summary for Subcatchment E2: Toward Eastern Abutters [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 59,638 30 Woods, Good, HSG A 13,392 39 >75% Grass cover, Good, HSG A 286 98 Roofs, HSG A * 3,315 72 Walking path, HSG A 76,631 34 Weighted Average 76,345 99.63% Pervious Area 286 0.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 46 0.0300 0.17 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.00" 5.8 54 0.0600 0.16 Sheet Flow, Meadow Grass: Dense n= 0.240 P2= 3.00" 0.3 43 0.1300 2.52 Shallow Concentrated Flow, Meadow Short Grass Pasture Kv= 7.0 fps 1.6 103 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 12.3 246 Total Summary for Subcatchment E3: To Wetlands Runoff = 0.16 cfs @ 12.75 hrs, Volume= 0.044 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 22HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 23,724 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,920 39 >75% Grass cover, Good, HSG A 1,278 74 >75% Grass cover, Good, HSG C 575 98 Roofs, HSG A 3,370 96 Gravel surface, HSG A 94,323 57 Weighted Average 93,748 99.39% Pervious Area 575 0.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Subcatchment P1A: Direct to Turkey Hill Road [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 15,523 30 Woods, Good, HSG A * 56 76 Spillway, HSG A 15,579 30 Weighted Average 15,579 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.3900 0.14 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.9 26 0.0385 0.49 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.5 83 0.1330 0.91 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 14.2 209 Total 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 23HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P1B: To Turkey Hill Road Driveway [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 5,890 30 Woods, Good, HSG A 622 39 >75% Grass cover, Good, HSG A * 214 76 Riprap, HSG A 890 98 Paved parking, HSG A 7,616 40 Weighted Average 6,726 88.31% Pervious Area 890 11.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 100 0.3000 0.13 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.1 80 0.2300 1.20 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 16 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 71 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 26 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 14.6 293 Total Summary for Subcatchment P1C: To Bio Retention Area #1 [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 48,117 30 Woods, Good, HSG A 5,332 39 >75% Grass cover, Good, HSG A * 1,158 76 Riprap, HSG A 2,286 98 Paved parking, HSG A 334 98 Water Surface, HSG A 57,227 35 Weighted Average 54,607 95.42% Pervious Area 2,620 4.58% Impervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 24HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.4 66 0.0980 0.78 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 43 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 16.7 354 Total Summary for Subcatchment P1D: To Basin #1P Runoff = 0.00 cfs @ 15.04 hrs, Volume= 0.001 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 3,132 30 Woods, Good, HSG A 4,931 39 >75% Grass cover, Good, HSG A 68 74 >75% Grass cover, Good, HSG C * 457 76 Riprap, HSG A 1,551 98 Paved parking, HSG A 82 98 Water Surface, HSG A * 33 72 Walking path, HSG A 10,254 48 Weighted Average 8,621 84.07% Pervious Area 1,633 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 31 0.1500 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 7.1 52 0.3700 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.8 11 0.3300 0.22 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 10.5 94 Total 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 25HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P1E: To Basin #2P Runoff = 0.33 cfs @ 12.82 hrs, Volume= 0.094 af, Depth= 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 51,881 30 Woods, Good, HSG A 122,218 70 Woods, Good, HSG C 1,541 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C 287 98 Water Surface, HSG A * 2,069 72 Walking path, HSG A 179,722 58 Weighted Average 179,435 99.84% Pervious Area 287 0.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 255 0.0820 15.23 345.75 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,301 Total Summary for Subcatchment P1F: To Basin #3P Runoff = 0.00 cfs @ 14.91 hrs, Volume= 0.001 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 7,803 39 >75% Grass cover, Good, HSG A 900 98 Paved parking, HSG A 593 98 Water Surface, HSG A 323 74 >75% Grass cover, Good, HSG C 9,619 49 Weighted Average 8,126 84.48% Pervious Area 1,493 15.52% Impervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 26HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.4 100 0.0100 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 0.6 75 0.0200 2.12 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 0.0 11 0.5000 10.61 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 20.0 186 Total Summary for Subcatchment P1G: To Bio Retention Area #2 Runoff = 0.09 cfs @ 12.18 hrs, Volume= 0.011 af, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 6,844 39 >75% Grass cover, Good, HSG A 4,600 98 Paved parking, HSG A 502 98 Water Surface, HSG A 11,946 64 Weighted Average 6,844 57.29% Pervious Area 5,102 42.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 74 0.0320 0.13 Sheet Flow, Landscaping Grass: Dense n= 0.240 P2= 3.00" 0.3 20 0.0320 1.16 Sheet Flow, Paved Smooth surfaces n= 0.011 P2= 3.00" 9.9 94 Total Summary for Subcatchment P2A: Toward Eastern Abutters - North [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 27HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 19,957 30 Woods, Good, HSG A 3,258 39 >75% Grass cover, Good, HSG A 123 98 Roofs, HSG A * 606 72 Walking path, HSG A 23,944 33 Weighted Average 23,821 99.49% Pervious Area 123 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 50 0.0500 0.14 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 12.7 50 0.0800 0.07 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.7 33 0.1000 0.79 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 133 Total Summary for Subcatchment P2B: Toward Eastern Abutters - South [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 23,974 30 Woods, Good, HSG A 16,400 39 >75% Grass cover, Good, HSG A * 175 76 Riprap, HSG A * 982 98 Deck, HSG A 41,531 35 Weighted Average 40,549 97.64% Pervious Area 982 2.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1300 0.09 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.0 63 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 163 Total 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 28HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P2C: Roof Drainage to SIS Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 5,245 98 Roofs, HSG A 5,245 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min Tc Summary for Subcatchment P3: To Wetlands Runoff = 0.14 cfs @ 12.75 hrs, Volume= 0.041 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.00" Area (sf) CN Description 20,538 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,069 39 >75% Grass cover, Good, HSG A 958 74 >75% Grass cover, Good, HSG C 86,021 57 Weighted Average 86,021 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Reach 1R: Driveway Swale Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 0.26" for 2-Year event Inflow = 0.33 cfs @ 12.82 hrs, Volume= 0.091 af Outflow = 0.33 cfs @ 12.85 hrs, Volume= 0.091 af, Atten= 0%, Lag= 1.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.43 fps, Min. Travel Time= 2.2 min Avg. Velocity = 1.39 fps, Avg. Travel Time= 3.8 min 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 29HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Peak Storage= 43 cf @ 12.85 hrs Average Depth at Peak Storage= 0.06' Bank-Full Depth= 1.33' Flow Area= 7.1 sf, Capacity= 96.19 cfs 2.00' x 1.33' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 2.0 '/' Top Width= 8.65' Length= 320.0' Slope= 0.1062 '/' Inlet Invert= 445.00', Outlet Invert= 411.00' Summary for Reach CPE1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.375 ac, 0.34% Impervious, Inflow Depth = 0.17" for 2-Year event Inflow = 0.33 cfs @ 12.85 hrs, Volume= 0.091 af Outflow = 0.33 cfs @ 12.85 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.759 ac, 0.37% Impervious, Inflow Depth = 0.00" for 2-Year 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 Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.165 ac, 0.61% Impervious, Inflow Depth = 0.25" for 2-Year event Inflow = 0.16 cfs @ 12.75 hrs, Volume= 0.044 af Outflow = 0.16 cfs @ 12.75 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 30HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Reach CPP1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.703 ac, 4.12% Impervious, Inflow Depth = 0.01" for 2-Year event Inflow = 0.09 cfs @ 13.35 hrs, Volume= 0.004 af Outflow = 0.09 cfs @ 13.35 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.624 ac, 8.98% Impervious, Inflow Depth = 0.00" for 2-Year 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 Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.975 ac, 0.00% Impervious, Inflow Depth = 0.25" for 2-Year event Inflow = 0.14 cfs @ 12.75 hrs, Volume= 0.041 af Outflow = 0.14 cfs @ 12.75 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 1E: Basin #E1 Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 0.27" for 2-Year event Inflow = 0.33 cfs @ 12.82 hrs, Volume= 0.095 af Outflow = 0.33 cfs @ 12.82 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.1 min Discarded = 0.00 cfs @ 12.82 hrs, Volume= 0.004 af Primary = 0.33 cfs @ 12.82 hrs, Volume= 0.091 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 448.45' @ 12.82 hrs Surf.Area= 17 sf Storage= 5 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.4 min ( 977.4 - 976.9 ) Volume Invert Avail.Storage Storage Description #1 448.15' 96 cf Custom Stage Data (Irregular) Listed below (Recalc) 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 31HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 448.15 16 16.0 0 0 16 450.00 23 24.0 36 36 61 450.50 56 35.0 19 55 115 451.00 112 53.0 41 96 243 Device Routing Invert Outlet Devices #1 Primary 448.15'12.0" Round Culvert L= 31.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 448.15' / 445.47' S= 0.0865 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 450.50'6.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #3 Discarded 448.15'8.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 12.82 hrs HW=448.45' (Free Discharge) 3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.33 cfs @ 12.82 hrs HW=448.45' TW=445.06' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.33 cfs @ 1.65 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 1P: Basin #1 Inflow Area = 4.856 ac, 4.03% Impervious, Inflow Depth = 0.24" for 2-Year event Inflow = 0.33 cfs @ 12.82 hrs, Volume= 0.095 af Outflow = 0.33 cfs @ 12.83 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.3 min Discarded = 0.02 cfs @ 12.83 hrs, Volume= 0.018 af Primary = 0.31 cfs @ 12.83 hrs, Volume= 0.077 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 442.08' @ 12.83 hrs Surf.Area= 89 sf Storage= 58 cf Plug-Flow detention time= 10.1 min calculated for 0.095 af (100% of inflow) Center-of-Mass det. time= 10.2 min ( 988.3 - 978.2 ) Volume Invert Avail.Storage Storage Description #1 441.00' 105 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 26 22.0 0 0 26 442.00 82 37.0 51 51 102 442.50 133 46.0 53 105 165 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 32HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 442.00'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.02 cfs @ 12.83 hrs HW=442.08' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.31 cfs @ 12.83 hrs HW=442.08' TW=413.77' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.31 cfs @ 0.68 fps) Summary for Pond 2P: Basin #2 Inflow Area = 4.126 ac, 0.16% Impervious, Inflow Depth = 0.27" for 2-Year event Inflow = 0.33 cfs @ 12.82 hrs, Volume= 0.094 af Outflow = 0.33 cfs @ 12.82 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 12.82 hrs, Volume= 0.000 af Primary = 0.33 cfs @ 12.82 hrs, Volume= 0.094 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 450.00' @ 0.00 hrs Surf.Area= 23 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 976.9 - 976.9 ) Volume Invert Avail.Storage Storage Description #1 450.00' 245 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 450.00 23 24.0 0 0 23 451.00 108 50.0 60 60 181 452.00 273 72.0 184 245 403 Device Routing Invert Outlet Devices #1 Primary 446.00'10.0" Round Culvert L= 40.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 446.00' / 442.00' S= 0.1000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Discarded 450.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 33HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.00 cfs @ 12.82 hrs HW=450.00' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.00 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 12.82 hrs HW=450.00' TW=442.08' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.97 cfs potential flow) Summary for Pond 3P: Basin #3 Inflow Area = 0.495 ac, 30.58% Impervious, Inflow Depth = 0.03" for 2-Year event Inflow = 0.00 cfs @ 14.91 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 14.92 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.5 min Discarded = 0.00 cfs @ 14.92 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 457.00' @ 14.92 hrs Surf.Area= 343 sf Storage= 0 cf Plug-Flow detention time= 0.9 min calculated for 0.001 af (100% of inflow) Center-of-Mass det. time= 0.9 min ( 1,066.8 - 1,065.9 ) Volume Invert Avail.Storage Storage Description #1 457.00' 1,197 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 457.00 343 87.0 0 0 343 458.00 593 107.0 462 462 667 459.00 887 126.0 735 1,197 1,038 Device Routing Invert Outlet Devices #1 Primary 458.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 457.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 14.92 hrs HW=457.00' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=457.00' TW=441.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 34HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Pond BR1: Bio Retention Area #1 Inflow Area = 6.170 ac, 4.14% Impervious, Inflow Depth = 0.15" for 2-Year event Inflow = 0.31 cfs @ 12.83 hrs, Volume= 0.077 af Outflow = 0.22 cfs @ 13.35 hrs, Volume= 0.077 af, Atten= 32%, Lag= 31.4 min Discarded = 0.13 cfs @ 13.35 hrs, Volume= 0.073 af Primary = 0.09 cfs @ 13.35 hrs, Volume= 0.004 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 414.52' @ 13.35 hrs Surf.Area= 450 sf Storage= 531 cf Plug-Flow detention time= 49.3 min calculated for 0.077 af (100% of inflow) Center-of-Mass det. time= 49.3 min ( 1,002.1 - 952.9 ) Volume Invert Avail.Storage Storage Description #1 412.00' 775 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 412.00 38 31.0 0 0 38 413.00 154 62.0 89 89 272 414.00 334 83.0 238 328 525 415.00 571 101.0 447 775 804 Device Routing Invert Outlet Devices #1 Primary 414.50'12.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 412.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.13 cfs @ 13.35 hrs HW=414.52' (Free Discharge) 2=Exfiltration ( Controls 0.13 cfs) Primary OutFlow Max=0.09 cfs @ 13.35 hrs HW=414.52' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.09 cfs @ 0.35 fps) Summary for Pond BR2: Bio Retention Area #2 Inflow Area = 0.274 ac, 42.71% Impervious, Inflow Depth = 0.47" for 2-Year event Inflow = 0.09 cfs @ 12.18 hrs, Volume= 0.011 af Outflow = 0.04 cfs @ 12.59 hrs, Volume= 0.011 af, Atten= 58%, Lag= 25.0 min Discarded = 0.04 cfs @ 12.59 hrs, Volume= 0.011 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 35HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Peak Elev= 460.37' @ 12.59 hrs Surf.Area= 200 sf Storage= 65 cf Plug-Flow detention time= 9.1 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 9.1 min ( 919.7 - 910.6 ) Volume Invert Avail.Storage Storage Description #1 460.00' 1,263 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 460.00 148 66.0 0 0 148 461.00 304 89.0 221 221 442 462.00 502 111.0 399 620 806 463.00 795 135.0 643 1,263 1,292 Device Routing Invert Outlet Devices #1 Primary 462.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 460.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 12.59 hrs HW=460.37' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=460.00' TW=457.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond LS1: Level Spreader #1 Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 0.00" for 2-Year 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 441.00' @ 0.00 hrs Surf.Area= 74 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 441.00' 222 cf Custom Stage Data (Irregular) Listed below (Recalc) 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 36HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 74 43.0 0 0 74 442.00 174 56.0 120 120 188 442.50 233 62.0 101 222 251 Device Routing Invert Outlet Devices #1 Primary 442.00'15.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=441.00' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.01 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=441.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SIS: Subsurface Infiltration System Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 2.77" for 2-Year event Inflow = 0.36 cfs @ 12.07 hrs, Volume= 0.028 af Outflow = 0.10 cfs @ 12.40 hrs, Volume= 0.028 af, Atten= 73%, Lag= 19.8 min Discarded = 0.10 cfs @ 12.40 hrs, Volume= 0.028 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 452.42' @ 12.40 hrs Surf.Area= 296 sf Storage= 247 cf Plug-Flow detention time= 13.5 min calculated for 0.028 af (100% of inflow) Center-of-Mass det. time= 13.5 min ( 770.3 - 756.8 ) Volume Invert Avail.Storage Storage Description #1 451.00' 270 cf 4.00'W x 74.00'L x 4.00'H Prismatoid 1,184 cf Overall - 509 cf Embedded = 675 cf x 40.0% Voids #2 451.50' 509 cf 36.0" Round Pipe Storage Inside #1 L= 72.0' 779 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 453.75'12.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 453.75' / 453.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 451.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' 176 Turkey Hill Road, Northampton Type III 24-hr 2-Year Rainfall=3.00"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 37HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.10 cfs @ 12.40 hrs HW=452.42' (Free Discharge) 2=Exfiltration ( Controls 0.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=451.00' TW=441.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 38HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1A: To Turkey Hill Road Runoff = 0.02 cfs @ 15.47 hrs, Volume= 0.012 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 84,373 30 Woods, Good, HSG A 2,295 39 >75% Grass cover, Good, HSG A * 2,938 76 Riprap, HSG A 6,561 96 Gravel surface, HSG A 952 98 Roofs, HSG A 97,119 37 Weighted Average 96,167 99.02% Pervious Area 952 0.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.6 66 0.0760 0.69 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 5.34 Shallow Concentrated Flow, Gravel Unpaved Kv= 16.1 fps 0.1 92 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 17.0 403 Total Summary for Subcatchment E1B: To Basin #E1 Runoff = 1.75 cfs @ 12.68 hrs, Volume= 0.313 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 52,493 30 Woods, Good, HSG A 122,243 70 Woods, Good, HSG C 1,562 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C * 269 76 Riprap, HSG A * 2,304 72 Walking path, HSG A 180,597 58 Weighted Average 180,597 100.00% Pervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 39HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 274 0.0700 14.07 319.45 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,320 Total Summary for Subcatchment E2: Toward Eastern Abutters Runoff = 0.00 cfs @ 21.58 hrs, Volume= 0.003 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 59,638 30 Woods, Good, HSG A 13,392 39 >75% Grass cover, Good, HSG A 286 98 Roofs, HSG A * 3,315 72 Walking path, HSG A 76,631 34 Weighted Average 76,345 99.63% Pervious Area 286 0.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 46 0.0300 0.17 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.00" 5.8 54 0.0600 0.16 Sheet Flow, Meadow Grass: Dense n= 0.240 P2= 3.00" 0.3 43 0.1300 2.52 Shallow Concentrated Flow, Meadow Short Grass Pasture Kv= 7.0 fps 1.6 103 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 12.3 246 Total Summary for Subcatchment E3: To Wetlands Runoff = 0.91 cfs @ 12.59 hrs, Volume= 0.153 af, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 40HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 23,724 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,920 39 >75% Grass cover, Good, HSG A 1,278 74 >75% Grass cover, Good, HSG C 575 98 Roofs, HSG A 3,370 96 Gravel surface, HSG A 94,323 57 Weighted Average 93,748 99.39% Pervious Area 575 0.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Subcatchment P1A: Direct to Turkey Hill Road [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= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 15,523 30 Woods, Good, HSG A * 56 76 Spillway, HSG A 15,579 30 Weighted Average 15,579 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.3900 0.14 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.9 26 0.0385 0.49 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.5 83 0.1330 0.91 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 14.2 209 Total 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 41HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P1B: To Turkey Hill Road Driveway Runoff = 0.00 cfs @ 13.90 hrs, Volume= 0.002 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 5,890 30 Woods, Good, HSG A 622 39 >75% Grass cover, Good, HSG A * 214 76 Riprap, HSG A 890 98 Paved parking, HSG A 7,616 40 Weighted Average 6,726 88.31% Pervious Area 890 11.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 100 0.3000 0.13 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.1 80 0.2300 1.20 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 16 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 71 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 26 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 14.6 293 Total Summary for Subcatchment P1C: To Bio Retention Area #1 Runoff = 0.00 cfs @ 17.31 hrs, Volume= 0.003 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 48,117 30 Woods, Good, HSG A 5,332 39 >75% Grass cover, Good, HSG A * 1,158 76 Riprap, HSG A 2,286 98 Paved parking, HSG A 334 98 Water Surface, HSG A 57,227 35 Weighted Average 54,607 95.42% Pervious Area 2,620 4.58% Impervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 42HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.4 66 0.0980 0.78 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 43 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 16.7 354 Total Summary for Subcatchment P1D: To Basin #1P Runoff = 0.04 cfs @ 12.36 hrs, Volume= 0.008 af, Depth= 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 3,132 30 Woods, Good, HSG A 4,931 39 >75% Grass cover, Good, HSG A 68 74 >75% Grass cover, Good, HSG C * 457 76 Riprap, HSG A 1,551 98 Paved parking, HSG A 82 98 Water Surface, HSG A * 33 72 Walking path, HSG A 10,254 48 Weighted Average 8,621 84.07% Pervious Area 1,633 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 31 0.1500 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 7.1 52 0.3700 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.8 11 0.3300 0.22 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 10.5 94 Total Summary for Subcatchment P1E: To Basin #2P Runoff = 1.74 cfs @ 12.68 hrs, Volume= 0.311 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 43HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 51,881 30 Woods, Good, HSG A 122,218 70 Woods, Good, HSG C 1,541 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C 287 98 Water Surface, HSG A * 2,069 72 Walking path, HSG A 179,722 58 Weighted Average 179,435 99.84% Pervious Area 287 0.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 255 0.0820 15.23 345.75 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,301 Total Summary for Subcatchment P1F: To Basin #3P Runoff = 0.04 cfs @ 12.49 hrs, Volume= 0.008 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 7,803 39 >75% Grass cover, Good, HSG A 900 98 Paved parking, HSG A 593 98 Water Surface, HSG A 323 74 >75% Grass cover, Good, HSG C 9,619 49 Weighted Average 8,126 84.48% Pervious Area 1,493 15.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.4 100 0.0100 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 0.6 75 0.0200 2.12 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 0.0 11 0.5000 10.61 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 20.0 186 Total 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 44HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P1G: To Bio Retention Area #2 Runoff = 0.32 cfs @ 12.15 hrs, Volume= 0.029 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 6,844 39 >75% Grass cover, Good, HSG A 4,600 98 Paved parking, HSG A 502 98 Water Surface, HSG A 11,946 64 Weighted Average 6,844 57.29% Pervious Area 5,102 42.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 74 0.0320 0.13 Sheet Flow, Landscaping Grass: Dense n= 0.240 P2= 3.00" 0.3 20 0.0320 1.16 Sheet Flow, Paved Smooth surfaces n= 0.011 P2= 3.00" 9.9 94 Total Summary for Subcatchment P2A: Toward Eastern Abutters - North Runoff = 0.00 cfs @ 23.01 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 19,957 30 Woods, Good, HSG A 3,258 39 >75% Grass cover, Good, HSG A 123 98 Roofs, HSG A * 606 72 Walking path, HSG A 23,944 33 Weighted Average 23,821 99.49% Pervious Area 123 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 50 0.0500 0.14 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 12.7 50 0.0800 0.07 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.7 33 0.1000 0.79 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 133 Total 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 45HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P2B: Toward Eastern Abutters - South Runoff = 0.00 cfs @ 17.35 hrs, Volume= 0.003 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 23,974 30 Woods, Good, HSG A 16,400 39 >75% Grass cover, Good, HSG A * 175 76 Riprap, HSG A * 982 98 Deck, HSG A 41,531 35 Weighted Average 40,549 97.64% Pervious Area 982 2.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1300 0.09 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.0 63 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 163 Total Summary for Subcatchment P2C: Roof Drainage to SIS Runoff = 0.55 cfs @ 12.07 hrs, Volume= 0.043 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 5,245 98 Roofs, HSG A 5,245 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min Tc Summary for Subcatchment P3: To Wetlands Runoff = 0.83 cfs @ 12.59 hrs, Volume= 0.140 af, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 46HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 20,538 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,069 39 >75% Grass cover, Good, HSG A 958 74 >75% Grass cover, Good, HSG C 86,021 57 Weighted Average 86,021 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Reach 1R: Driveway Swale Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 0.89" for 10-Year event Inflow = 1.74 cfs @ 12.68 hrs, Volume= 0.309 af Outflow = 1.74 cfs @ 12.69 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.33 fps, Min. Travel Time= 1.2 min Avg. Velocity = 2.00 fps, Avg. Travel Time= 2.7 min Peak Storage= 129 cf @ 12.69 hrs Average Depth at Peak Storage= 0.17' Bank-Full Depth= 1.33' Flow Area= 7.1 sf, Capacity= 96.19 cfs 2.00' x 1.33' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 2.0 '/' Top Width= 8.65' Length= 320.0' Slope= 0.1062 '/' Inlet Invert= 445.00', Outlet Invert= 411.00' Summary for Reach CPE1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.375 ac, 0.34% Impervious, Inflow Depth = 0.60" for 10-Year event Inflow = 1.74 cfs @ 12.69 hrs, Volume= 0.321 af Outflow = 1.74 cfs @ 12.69 hrs, Volume= 0.321 af, Atten= 0%, Lag= 0.0 min 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 47HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.759 ac, 0.37% Impervious, Inflow Depth = 0.02" for 10-Year event Inflow = 0.00 cfs @ 21.58 hrs, Volume= 0.003 af Outflow = 0.00 cfs @ 21.58 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.165 ac, 0.61% Impervious, Inflow Depth = 0.85" for 10-Year event Inflow = 0.91 cfs @ 12.59 hrs, Volume= 0.153 af Outflow = 0.91 cfs @ 12.59 hrs, Volume= 0.153 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.703 ac, 4.12% Impervious, Inflow Depth = 0.31" for 10-Year event Inflow = 1.60 cfs @ 12.69 hrs, Volume= 0.176 af Outflow = 1.60 cfs @ 12.69 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.624 ac, 8.98% Impervious, Inflow Depth = 0.02" for 10-Year event Inflow = 0.00 cfs @ 21.38 hrs, Volume= 0.003 af Outflow = 0.00 cfs @ 21.38 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.975 ac, 0.00% Impervious, Inflow Depth = 0.85" for 10-Year event Inflow = 0.83 cfs @ 12.59 hrs, Volume= 0.140 af Outflow = 0.83 cfs @ 12.59 hrs, Volume= 0.140 af, Atten= 0%, Lag= 0.0 min 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 48HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 1E: Basin #E1 Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 0.90" for 10-Year event Inflow = 1.75 cfs @ 12.68 hrs, Volume= 0.313 af Outflow = 1.75 cfs @ 12.68 hrs, Volume= 0.313 af, Atten= 0%, Lag= 0.1 min Discarded = 0.00 cfs @ 12.68 hrs, Volume= 0.004 af Primary = 1.74 cfs @ 12.68 hrs, Volume= 0.309 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 448.93' @ 12.68 hrs Surf.Area= 19 sf Storage= 14 cf Plug-Flow detention time= 0.2 min calculated for 0.312 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 924.2 - 924.0 ) Volume Invert Avail.Storage Storage Description #1 448.15' 96 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 448.15 16 16.0 0 0 16 450.00 23 24.0 36 36 61 450.50 56 35.0 19 55 115 451.00 112 53.0 41 96 243 Device Routing Invert Outlet Devices #1 Primary 448.15'12.0" Round Culvert L= 31.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 448.15' / 445.47' S= 0.0865 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 450.50'6.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #3 Discarded 448.15'8.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 12.68 hrs HW=448.93' (Free Discharge) 3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.74 cfs @ 12.68 hrs HW=448.93' TW=445.17' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.74 cfs @ 2.65 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 49HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Pond 1P: Basin #1 Inflow Area = 4.856 ac, 4.03% Impervious, Inflow Depth = 0.79" for 10-Year event Inflow = 1.76 cfs @ 12.68 hrs, Volume= 0.319 af Outflow = 1.76 cfs @ 12.68 hrs, Volume= 0.319 af, Atten= 0%, Lag= 0.1 min Discarded = 0.02 cfs @ 12.68 hrs, Volume= 0.019 af Primary = 1.74 cfs @ 12.68 hrs, Volume= 0.299 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 442.24' @ 12.68 hrs Surf.Area= 105 sf Storage= 74 cf Plug-Flow detention time= 3.3 min calculated for 0.319 af (100% of inflow) Center-of-Mass det. time= 3.3 min ( 927.9 - 924.6 ) Volume Invert Avail.Storage Storage Description #1 441.00' 105 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 26 22.0 0 0 26 442.00 82 37.0 51 51 102 442.50 133 46.0 53 105 165 Device Routing Invert Outlet Devices #1 Primary 442.00'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.02 cfs @ 12.68 hrs HW=442.24' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=1.74 cfs @ 12.68 hrs HW=442.24' TW=414.64' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.74 cfs @ 1.21 fps) Summary for Pond 2P: Basin #2 Inflow Area = 4.126 ac, 0.16% Impervious, Inflow Depth = 0.90" for 10-Year event Inflow = 1.74 cfs @ 12.68 hrs, Volume= 0.311 af Outflow = 1.74 cfs @ 12.68 hrs, Volume= 0.311 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 12.68 hrs, Volume= 0.000 af Primary = 1.74 cfs @ 12.68 hrs, Volume= 0.311 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 450.00' @ 0.00 hrs Surf.Area= 23 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 50HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 0.0 min ( 924.0 - 924.0 ) Volume Invert Avail.Storage Storage Description #1 450.00' 245 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 450.00 23 24.0 0 0 23 451.00 108 50.0 60 60 181 452.00 273 72.0 184 245 403 Device Routing Invert Outlet Devices #1 Primary 446.00'10.0" Round Culvert L= 40.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 446.00' / 442.00' S= 0.1000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Discarded 450.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 12.68 hrs HW=450.00' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.00 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 12.68 hrs HW=450.00' TW=442.24' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 4.97 cfs potential flow) Summary for Pond 3P: Basin #3 Inflow Area = 0.495 ac, 30.58% Impervious, Inflow Depth = 0.20" for 10-Year event Inflow = 0.04 cfs @ 12.49 hrs, Volume= 0.008 af Outflow = 0.04 cfs @ 12.51 hrs, Volume= 0.008 af, Atten= 0%, Lag= 1.0 min Discarded = 0.04 cfs @ 12.51 hrs, Volume= 0.008 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 457.01' @ 12.51 hrs Surf.Area= 344 sf Storage= 2 cf Plug-Flow detention time= 0.9 min calculated for 0.008 af (100% of inflow) Center-of-Mass det. time= 0.9 min ( 950.3 - 949.4 ) Volume Invert Avail.Storage Storage Description #1 457.00' 1,197 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 457.00 343 87.0 0 0 343 458.00 593 107.0 462 462 667 459.00 887 126.0 735 1,197 1,038 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 51HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 458.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 457.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 12.51 hrs HW=457.01' (Free Discharge) 2=Exfiltration ( Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=457.00' TW=441.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond BR1: Bio Retention Area #1 Inflow Area = 6.170 ac, 4.14% Impervious, Inflow Depth = 0.59" for 10-Year event Inflow = 1.74 cfs @ 12.68 hrs, Volume= 0.303 af Outflow = 1.74 cfs @ 12.69 hrs, Volume= 0.303 af, Atten= 0%, Lag= 0.4 min Discarded = 0.13 cfs @ 12.69 hrs, Volume= 0.129 af Primary = 1.60 cfs @ 12.69 hrs, Volume= 0.174 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 414.64' @ 12.69 hrs Surf.Area= 479 sf Storage= 588 cf Plug-Flow detention time= 27.7 min calculated for 0.303 af (100% of inflow) Center-of-Mass det. time= 27.7 min ( 945.5 - 917.7 ) Volume Invert Avail.Storage Storage Description #1 412.00' 775 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 412.00 38 31.0 0 0 38 413.00 154 62.0 89 89 272 414.00 334 83.0 238 328 525 415.00 571 101.0 447 775 804 Device Routing Invert Outlet Devices #1 Primary 414.50'12.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 412.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 52HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.13 cfs @ 12.69 hrs HW=414.64' (Free Discharge) 2=Exfiltration ( Controls 0.13 cfs) Primary OutFlow Max=1.60 cfs @ 12.69 hrs HW=414.64' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.60 cfs @ 0.93 fps) Summary for Pond BR2: Bio Retention Area #2 Inflow Area = 0.274 ac, 42.71% Impervious, Inflow Depth = 1.27" for 10-Year event Inflow = 0.32 cfs @ 12.15 hrs, Volume= 0.029 af Outflow = 0.07 cfs @ 12.70 hrs, Volume= 0.029 af, Atten= 78%, Lag= 32.8 min Discarded = 0.07 cfs @ 12.70 hrs, Volume= 0.029 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 461.40' @ 12.70 hrs Surf.Area= 377 sf Storage= 356 cf Plug-Flow detention time= 45.2 min calculated for 0.029 af (100% of inflow) Center-of-Mass det. time= 45.1 min ( 919.5 - 874.3 ) Volume Invert Avail.Storage Storage Description #1 460.00' 1,263 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 460.00 148 66.0 0 0 148 461.00 304 89.0 221 221 442 462.00 502 111.0 399 620 806 463.00 795 135.0 643 1,263 1,292 Device Routing Invert Outlet Devices #1 Primary 462.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 460.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 12.70 hrs HW=461.40' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=460.00' TW=457.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 53HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Pond LS1: Level Spreader #1 Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 0.00" for 10-Year 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 Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 441.00' @ 0.00 hrs Surf.Area= 74 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 441.00' 222 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 74 43.0 0 0 74 442.00 174 56.0 120 120 188 442.50 233 62.0 101 222 251 Device Routing Invert Outlet Devices #1 Primary 442.00'15.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=441.00' (Free Discharge) 2=Exfiltration (Passes 0.00 cfs of 0.01 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=441.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SIS: Subsurface Infiltration System Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 4.26" for 10-Year event Inflow = 0.55 cfs @ 12.07 hrs, Volume= 0.043 af Outflow = 0.12 cfs @ 12.45 hrs, Volume= 0.043 af, Atten= 77%, Lag= 22.9 min Discarded = 0.12 cfs @ 12.45 hrs, Volume= 0.043 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 453.26' @ 12.45 hrs Surf.Area= 296 sf Storage= 455 cf Plug-Flow detention time= 22.3 min calculated for 0.043 af (100% of inflow) 176 Turkey Hill Road, Northampton Type III 24-hr 10-Year Rainfall=4.50"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 54HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 22.3 min ( 771.1 - 748.9 ) Volume Invert Avail.Storage Storage Description #1 451.00' 270 cf 4.00'W x 74.00'L x 4.00'H Prismatoid 1,184 cf Overall - 509 cf Embedded = 675 cf x 40.0% Voids #2 451.50' 509 cf 36.0" Round Pipe Storage Inside #1 L= 72.0' 779 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 453.75'12.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 453.75' / 453.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 451.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' Discarded OutFlow Max=0.12 cfs @ 12.45 hrs HW=453.26' (Free Discharge) 2=Exfiltration ( Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=451.00' TW=441.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 55HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment E1A: To Turkey Hill Road Runoff = 0.33 cfs @ 12.52 hrs, Volume= 0.083 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 84,373 30 Woods, Good, HSG A 2,295 39 >75% Grass cover, Good, HSG A * 2,938 76 Riprap, HSG A 6,561 96 Gravel surface, HSG A 952 98 Roofs, HSG A 97,119 37 Weighted Average 96,167 99.02% Pervious Area 952 0.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.6 66 0.0760 0.69 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 5.34 Shallow Concentrated Flow, Gravel Unpaved Kv= 16.1 fps 0.1 92 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 17.0 403 Total Summary for Subcatchment E1B: To Basin #E1 Runoff = 4.43 cfs @ 12.63 hrs, Volume= 0.695 af, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 52,493 30 Woods, Good, HSG A 122,243 70 Woods, Good, HSG C 1,562 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C * 269 76 Riprap, HSG A * 2,304 72 Walking path, HSG A 180,597 58 Weighted Average 180,597 100.00% Pervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 56HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 274 0.0700 14.07 319.45 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,320 Total Summary for Subcatchment E2: Toward Eastern Abutters Runoff = 0.11 cfs @ 12.54 hrs, Volume= 0.042 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 59,638 30 Woods, Good, HSG A 13,392 39 >75% Grass cover, Good, HSG A 286 98 Roofs, HSG A * 3,315 72 Walking path, HSG A 76,631 34 Weighted Average 76,345 99.63% Pervious Area 286 0.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 46 0.0300 0.17 Sheet Flow, Grass Grass: Short n= 0.150 P2= 3.00" 5.8 54 0.0600 0.16 Sheet Flow, Meadow Grass: Dense n= 0.240 P2= 3.00" 0.3 43 0.1300 2.52 Shallow Concentrated Flow, Meadow Short Grass Pasture Kv= 7.0 fps 1.6 103 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 12.3 246 Total Summary for Subcatchment E3: To Wetlands Runoff = 2.38 cfs @ 12.55 hrs, Volume= 0.347 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 57HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 23,724 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,920 39 >75% Grass cover, Good, HSG A 1,278 74 >75% Grass cover, Good, HSG C 575 98 Roofs, HSG A 3,370 96 Gravel surface, HSG A 94,323 57 Weighted Average 93,748 99.39% Pervious Area 575 0.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Subcatchment P1A: Direct to Turkey Hill Road Runoff = 0.01 cfs @ 15.13 hrs, Volume= 0.004 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 15,523 30 Woods, Good, HSG A * 56 76 Spillway, HSG A 15,579 30 Weighted Average 15,579 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.3900 0.14 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.9 26 0.0385 0.49 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.5 83 0.1330 0.91 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 14.2 209 Total Summary for Subcatchment P1B: To Turkey Hill Road Driveway Runoff = 0.05 cfs @ 12.41 hrs, Volume= 0.009 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 58HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 5,890 30 Woods, Good, HSG A 622 39 >75% Grass cover, Good, HSG A * 214 76 Riprap, HSG A 890 98 Paved parking, HSG A 7,616 40 Weighted Average 6,726 88.31% Pervious Area 890 11.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 100 0.3000 0.13 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.1 80 0.2300 1.20 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 16 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 71 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 26 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 14.6 293 Total Summary for Subcatchment P1C: To Bio Retention Area #1 Runoff = 0.11 cfs @ 12.57 hrs, Volume= 0.037 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 48,117 30 Woods, Good, HSG A 5,332 39 >75% Grass cover, Good, HSG A * 1,158 76 Riprap, HSG A 2,286 98 Paved parking, HSG A 334 98 Water Surface, HSG A 57,227 35 Weighted Average 54,607 95.42% Pervious Area 2,620 4.58% Impervious Area 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 59HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.2500 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.4 66 0.0980 0.78 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 1.0 83 0.3250 1.43 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.2 62 0.1100 6.73 Shallow Concentrated Flow, Driveway Paved Kv= 20.3 fps 0.0 43 0.1100 14.97 149.67 Channel Flow, Driveway Swale Area= 10.0 sf Perim= 11.5' r= 0.87' n= 0.030 16.7 354 Total Summary for Subcatchment P1D: To Basin #1P Runoff = 0.22 cfs @ 12.17 hrs, Volume= 0.023 af, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 3,132 30 Woods, Good, HSG A 4,931 39 >75% Grass cover, Good, HSG A 68 74 >75% Grass cover, Good, HSG C * 457 76 Riprap, HSG A 1,551 98 Paved parking, HSG A 82 98 Water Surface, HSG A * 33 72 Walking path, HSG A 10,254 48 Weighted Average 8,621 84.07% Pervious Area 1,633 15.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 31 0.1500 0.20 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 7.1 52 0.3700 0.12 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.8 11 0.3300 0.22 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 10.5 94 Total Summary for Subcatchment P1E: To Basin #2P Runoff = 4.41 cfs @ 12.63 hrs, Volume= 0.691 af, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 60HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 51,881 30 Woods, Good, HSG A 122,218 70 Woods, Good, HSG C 1,541 39 >75% Grass cover, Good, HSG A 1,726 74 >75% Grass cover, Good, HSG C 287 98 Water Surface, HSG A * 2,069 72 Walking path, HSG A 179,722 58 Weighted Average 179,435 99.84% Pervious Area 287 0.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 19.0 946 0.1100 0.83 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 0.3 255 0.0820 15.23 345.75 Channel Flow, Drain Swale Area= 22.7 sf Perim= 20.4' r= 1.11' n= 0.030 Stream, clean & straight 41.5 1,301 Total Summary for Subcatchment P1F: To Basin #3P Runoff = 0.18 cfs @ 12.33 hrs, Volume= 0.023 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 7,803 39 >75% Grass cover, Good, HSG A 900 98 Paved parking, HSG A 593 98 Water Surface, HSG A 323 74 >75% Grass cover, Good, HSG C 9,619 49 Weighted Average 8,126 84.48% Pervious Area 1,493 15.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.4 100 0.0100 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 0.6 75 0.0200 2.12 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 0.0 11 0.5000 10.61 Shallow Concentrated Flow, Grass Grassed Waterway Kv= 15.0 fps 20.0 186 Total 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 61HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P1G: To Bio Retention Area #2 Runoff = 0.70 cfs @ 12.14 hrs, Volume= 0.058 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 6,844 39 >75% Grass cover, Good, HSG A 4,600 98 Paved parking, HSG A 502 98 Water Surface, HSG A 11,946 64 Weighted Average 6,844 57.29% Pervious Area 5,102 42.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 74 0.0320 0.13 Sheet Flow, Landscaping Grass: Dense n= 0.240 P2= 3.00" 0.3 20 0.0320 1.16 Sheet Flow, Paved Smooth surfaces n= 0.011 P2= 3.00" 9.9 94 Total Summary for Subcatchment P2A: Toward Eastern Abutters - North Runoff = 0.02 cfs @ 13.02 hrs, Volume= 0.011 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 19,957 30 Woods, Good, HSG A 3,258 39 >75% Grass cover, Good, HSG A 123 98 Roofs, HSG A * 606 72 Walking path, HSG A 23,944 33 Weighted Average 23,821 99.49% Pervious Area 123 0.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 50 0.0500 0.14 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 3.00" 12.7 50 0.0800 0.07 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.7 33 0.1000 0.79 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 133 Total 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 62HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment P2B: Toward Eastern Abutters - South Runoff = 0.08 cfs @ 12.62 hrs, Volume= 0.027 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 23,974 30 Woods, Good, HSG A 16,400 39 >75% Grass cover, Good, HSG A * 175 76 Riprap, HSG A * 982 98 Deck, HSG A 41,531 35 Weighted Average 40,549 97.64% Pervious Area 982 2.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1300 0.09 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 1.0 63 0.1800 1.06 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 19.3 163 Total Summary for Subcatchment P2C: Roof Drainage to SIS Runoff = 0.78 cfs @ 12.07 hrs, Volume= 0.062 af, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" Area (sf) CN Description 5,245 98 Roofs, HSG A 5,245 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min Tc Summary for Subcatchment P3: To Wetlands Runoff = 2.17 cfs @ 12.55 hrs, Volume= 0.317 af, Depth= 1.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.40" 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 63HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Area (sf) CN Description 20,538 30 Woods, Good, HSG A 53,456 70 Woods, Good, HSG C 11,069 39 >75% Grass cover, Good, HSG A 958 74 >75% Grass cover, Good, HSG C 86,021 57 Weighted Average 86,021 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 100 0.0800 0.08 Sheet Flow, Woods Woods: Dense underbrush n= 0.800 P2= 3.00" 13.0 702 0.1300 0.90 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 35.2 802 Total Summary for Reach 1R: Driveway Swale Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 2.00" for 100-Year event Inflow = 4.42 cfs @ 12.63 hrs, Volume= 0.691 af Outflow = 4.42 cfs @ 12.64 hrs, Volume= 0.691 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.81 fps, Min. Travel Time= 0.9 min Avg. Velocity = 2.49 fps, Avg. Travel Time= 2.1 min Peak Storage= 243 cf @ 12.64 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 1.33' Flow Area= 7.1 sf, Capacity= 96.19 cfs 2.00' x 1.33' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 2.0 '/' Top Width= 8.65' Length= 320.0' Slope= 0.1062 '/' Inlet Invert= 445.00', Outlet Invert= 411.00' Summary for Reach CPE1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.375 ac, 0.34% Impervious, Inflow Depth = 1.46" for 100-Year event Inflow = 4.71 cfs @ 12.62 hrs, Volume= 0.774 af Outflow = 4.71 cfs @ 12.62 hrs, Volume= 0.774 af, Atten= 0%, Lag= 0.0 min 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 64HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.759 ac, 0.37% Impervious, Inflow Depth = 0.29" for 100-Year event Inflow = 0.11 cfs @ 12.54 hrs, Volume= 0.042 af Outflow = 0.11 cfs @ 12.54 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPE3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.165 ac, 0.61% Impervious, Inflow Depth = 1.92" for 100-Year event Inflow = 2.38 cfs @ 12.55 hrs, Volume= 0.347 af Outflow = 2.38 cfs @ 12.55 hrs, Volume= 0.347 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP1: Turkey Hill Road [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 6.703 ac, 4.12% Impervious, Inflow Depth = 1.06" for 100-Year event Inflow = 4.47 cfs @ 12.60 hrs, Volume= 0.594 af Outflow = 4.47 cfs @ 12.60 hrs, Volume= 0.594 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP2: Eastern Abutters [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.624 ac, 8.98% Impervious, Inflow Depth = 0.28" for 100-Year event Inflow = 0.09 cfs @ 12.63 hrs, Volume= 0.038 af Outflow = 0.09 cfs @ 12.63 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Reach CPP3: Wetlands [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.975 ac, 0.00% Impervious, Inflow Depth = 1.92" for 100-Year event Inflow = 2.17 cfs @ 12.55 hrs, Volume= 0.317 af Outflow = 2.17 cfs @ 12.55 hrs, Volume= 0.317 af, Atten= 0%, Lag= 0.0 min 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 65HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 1E: Basin #E1 Inflow Area = 4.146 ac, 0.00% Impervious, Inflow Depth = 2.01" for 100-Year event Inflow = 4.43 cfs @ 12.63 hrs, Volume= 0.695 af Outflow = 4.43 cfs @ 12.63 hrs, Volume= 0.695 af, Atten= 0%, Lag= 0.3 min Discarded = 0.01 cfs @ 12.63 hrs, Volume= 0.004 af Primary = 4.42 cfs @ 12.63 hrs, Volume= 0.691 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 450.40' @ 12.63 hrs Surf.Area= 49 sf Storage= 50 cf Plug-Flow detention time= 0.2 min calculated for 0.695 af (100% of inflow) Center-of-Mass det. time= 0.2 min ( 897.1 - 896.9 ) Volume Invert Avail.Storage Storage Description #1 448.15' 96 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 448.15 16 16.0 0 0 16 450.00 23 24.0 36 36 61 450.50 56 35.0 19 55 115 451.00 112 53.0 41 96 243 Device Routing Invert Outlet Devices #1 Primary 448.15'12.0" Round Culvert L= 31.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 448.15' / 445.47' S= 0.0865 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Primary 450.50'6.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #3 Discarded 448.15'8.410 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.01 cfs @ 12.63 hrs HW=450.40' (Free Discharge) 3=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=4.42 cfs @ 12.63 hrs HW=450.40' TW=445.28' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.42 cfs @ 5.63 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 66HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Pond 1P: Basin #1 Inflow Area = 4.856 ac, 4.03% Impervious, Inflow Depth = 1.76" for 100-Year event Inflow = 4.49 cfs @ 12.59 hrs, Volume= 0.714 af Outflow = 4.49 cfs @ 12.60 hrs, Volume= 0.714 af, Atten= 0%, Lag= 0.4 min Discarded = 0.02 cfs @ 12.60 hrs, Volume= 0.022 af Primary = 4.46 cfs @ 12.60 hrs, Volume= 0.693 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 442.43' @ 12.60 hrs Surf.Area= 126 sf Storage= 96 cf Plug-Flow detention time= 1.7 min calculated for 0.714 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 898.7 - 897.0 ) Volume Invert Avail.Storage Storage Description #1 441.00' 105 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 26 22.0 0 0 26 442.00 82 37.0 51 51 102 442.50 133 46.0 53 105 165 Device Routing Invert Outlet Devices #1 Primary 442.00'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.02 cfs @ 12.60 hrs HW=442.43' (Free Discharge) 2=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=4.46 cfs @ 12.60 hrs HW=442.43' TW=414.78' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 4.46 cfs @ 1.71 fps) Summary for Pond 2P: Basin #2 Inflow Area = 4.126 ac, 0.16% Impervious, Inflow Depth = 2.01" for 100-Year event Inflow = 4.41 cfs @ 12.63 hrs, Volume= 0.691 af Outflow = 4.41 cfs @ 12.63 hrs, Volume= 0.691 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 12.63 hrs, Volume= 0.001 af Primary = 4.41 cfs @ 12.63 hrs, Volume= 0.691 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 450.00' @ 12.63 hrs Surf.Area= 23 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 0.691 af (100% of inflow) 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 67HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 0.0 min ( 896.9 - 896.9 ) Volume Invert Avail.Storage Storage Description #1 450.00' 245 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 450.00 23 24.0 0 0 23 451.00 108 50.0 60 60 181 452.00 273 72.0 184 245 403 Device Routing Invert Outlet Devices #1 Primary 446.00'10.0" Round Culvert L= 40.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 446.00' / 442.00' S= 0.1000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #2 Discarded 450.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.00 cfs @ 12.63 hrs HW=450.00' (Free Discharge) 2=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=4.97 cfs @ 12.63 hrs HW=450.00' TW=442.43' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.97 cfs @ 9.12 fps) Summary for Pond 3P: Basin #3 Inflow Area = 0.495 ac, 30.58% Impervious, Inflow Depth = 0.56" for 100-Year event Inflow = 0.18 cfs @ 12.33 hrs, Volume= 0.023 af Outflow = 0.08 cfs @ 12.77 hrs, Volume= 0.023 af, Atten= 53%, Lag= 26.1 min Discarded = 0.08 cfs @ 12.77 hrs, Volume= 0.023 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 457.38' @ 12.77 hrs Surf.Area= 430 sf Storage= 147 cf Plug-Flow detention time= 10.0 min calculated for 0.023 af (100% of inflow) Center-of-Mass det. time= 10.0 min ( 915.1 - 905.0 ) Volume Invert Avail.Storage Storage Description #1 457.00' 1,197 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 457.00 343 87.0 0 0 343 458.00 593 107.0 462 462 667 459.00 887 126.0 735 1,197 1,038 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 68HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 458.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 457.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' Discarded OutFlow Max=0.08 cfs @ 12.77 hrs HW=457.38' (Free Discharge) 2=Exfiltration ( Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=457.00' TW=441.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond BR1: Bio Retention Area #1 Inflow Area = 6.170 ac, 4.14% Impervious, Inflow Depth = 1.42" for 100-Year event Inflow = 4.57 cfs @ 12.60 hrs, Volume= 0.730 af Outflow = 4.57 cfs @ 12.61 hrs, Volume= 0.730 af, Atten= 0%, Lag= 0.4 min Discarded = 0.14 cfs @ 12.61 hrs, Volume= 0.148 af Primary = 4.43 cfs @ 12.61 hrs, Volume= 0.582 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 414.78' @ 12.61 hrs Surf.Area= 513 sf Storage= 656 cf Plug-Flow detention time= 13.8 min calculated for 0.730 af (100% of inflow) Center-of-Mass det. time= 13.8 min ( 911.3 - 897.5 ) Volume Invert Avail.Storage Storage Description #1 412.00' 775 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 412.00 38 31.0 0 0 38 413.00 154 62.0 89 89 272 414.00 334 83.0 238 328 525 415.00 571 101.0 447 775 804 Device Routing Invert Outlet Devices #1 Primary 414.50'12.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 412.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 69HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.14 cfs @ 12.61 hrs HW=414.78' (Free Discharge) 2=Exfiltration ( Controls 0.14 cfs) Primary OutFlow Max=4.43 cfs @ 12.61 hrs HW=414.78' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 4.43 cfs @ 1.32 fps) Summary for Pond BR2: Bio Retention Area #2 Inflow Area = 0.274 ac, 42.71% Impervious, Inflow Depth = 2.55" for 100-Year event Inflow = 0.70 cfs @ 12.14 hrs, Volume= 0.058 af Outflow = 0.12 cfs @ 12.77 hrs, Volume= 0.058 af, Atten= 83%, Lag= 37.5 min Discarded = 0.12 cfs @ 12.77 hrs, Volume= 0.058 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 462.49' @ 12.77 hrs Surf.Area= 636 sf Storage= 896 cf Plug-Flow detention time= 80.4 min calculated for 0.058 af (100% of inflow) Center-of-Mass det. time= 80.4 min ( 933.0 - 852.6 ) Volume Invert Avail.Storage Storage Description #1 460.00' 1,263 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 460.00 148 66.0 0 0 148 461.00 304 89.0 221 221 442 462.00 502 111.0 399 620 806 463.00 795 135.0 643 1,263 1,292 Device Routing Invert Outlet Devices #1 Primary 462.50'6.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 #2 Discarded 460.00'8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.12 cfs @ 12.77 hrs HW=462.49' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=460.00' TW=457.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 70HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Summary for Pond LS1: Level Spreader #1 Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 0.37" for 100-Year event Inflow = 0.20 cfs @ 12.23 hrs, Volume= 0.004 af Outflow = 0.04 cfs @ 12.50 hrs, Volume= 0.004 af, Atten= 79%, Lag= 16.0 min Discarded = 0.03 cfs @ 12.50 hrs, Volume= 0.004 af Primary = 0.01 cfs @ 12.50 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 442.00' @ 12.50 hrs Surf.Area= 174 sf Storage= 121 cf Plug-Flow detention time= 40.0 min calculated for 0.004 af (100% of inflow) Center-of-Mass det. time= 40.1 min ( 778.8 - 738.7 ) Volume Invert Avail.Storage Storage Description #1 441.00' 222 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 441.00 74 43.0 0 0 74 442.00 174 56.0 120 120 188 442.50 233 62.0 101 222 251 Device Routing Invert Outlet Devices #1 Primary 442.00'15.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 441.00'8.270 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.03 cfs @ 12.50 hrs HW=442.00' (Free Discharge) 2=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=0.01 cfs @ 12.50 hrs HW=442.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.15 fps) Summary for Pond SIS: Subsurface Infiltration System Inflow Area = 0.120 ac,100.00% Impervious, Inflow Depth = 6.16" for 100-Year event Inflow = 0.78 cfs @ 12.07 hrs, Volume= 0.062 af Outflow = 0.34 cfs @ 12.23 hrs, Volume= 0.062 af, Atten= 56%, Lag= 9.7 min Discarded = 0.15 cfs @ 12.23 hrs, Volume= 0.058 af Primary = 0.20 cfs @ 12.23 hrs, Volume= 0.004 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 453.96' @ 12.23 hrs Surf.Area= 296 sf Storage= 619 cf Plug-Flow detention time= 25.8 min calculated for 0.062 af (100% of inflow) 176 Turkey Hill Road, Northampton Type III 24-hr 100-Year Rainfall=6.40"176 Turkey Hill Road 3.17.21 Printed 3/17/2021Prepared by Berkshire Design Group Page 71HydroCAD® 10.00-15 s/n 00752 © 2015 HydroCAD Software Solutions LLC Center-of-Mass det. time= 25.8 min ( 769.0 - 743.3 ) Volume Invert Avail.Storage Storage Description #1 451.00' 270 cf 4.00'W x 74.00'L x 4.00'H Prismatoid 1,184 cf Overall - 509 cf Embedded = 675 cf x 40.0% Voids #2 451.50' 509 cf 36.0" Round Pipe Storage Inside #1 L= 72.0' 779 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 453.75'12.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 453.75' / 453.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 451.00'8.270 in/hr Exfiltration over Wetted area Conductivity to Groundwater Elevation = 0.00' Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.23 hrs HW=453.96' (Free Discharge) 2=Exfiltration ( Controls 0.15 cfs) Primary OutFlow Max=0.19 cfs @ 12.23 hrs HW=453.96' TW=441.38' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.19 cfs @ 1.58 fps) Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Appendix B – Soils Information Soil Map—Hampshire County, Massachusetts, Central Part (176 Turkey Hill Rd.) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 1 of 34686140468623046863204686410468650046865904686680468623046863204686410468650046865904686680687050687140687230687320687410687500687590687680687770687860 687050 687140 687230 687320 687410 687500 687590 687680 687770 687860 42° 18' 36'' N 72° 43' 51'' W42° 18' 36'' N72° 43' 13'' W42° 18' 18'' N 72° 43' 51'' W42° 18' 18'' N 72° 43' 13'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:4,000 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 29, 2013—Oct 16, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hampshire County, Massachusetts, Central Part (176 Turkey Hill Rd.) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 31A Walpole sandy loam, 0 to 3 percent slopes 3.8 5.0% 253C Hinckley loamy sand, 8 to 15 percent slopes 27.7 36.5% 306B Paxton fine sandy loam, 0 to 8 percent slopes, very stony 4.4 5.8% 306C Paxton fine sandy loam, 8 to 15 percent slopes, very stony 11.8 15.5% 306D Paxton fine sandy loam, 15 to 25 percent slopes, very stony 9.1 12.0% 311C Woodbridge fine sandy loam, 8 to 15 percent slopes, very stony 16.7 21.9% 406B Charlton fine sandy loam, 3 to 8 percent slopes, very stony 2.0 2.6% 600 Pits, gravel 0.0 0.0% 711E Charlton-Rock outcrop-Hollis complex, steep 0.5 0.7% Totals for Area of Interest 75.9 100.0% Soil Map—Hampshire County, Massachusetts, Central Part 176 Turkey Hill Rd. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 3 of 3 Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part (176 Turkey Hill Rd. HSG) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 1 of 44686140468623046863204686410468650046865904686680468623046863204686410468650046865904686680687050687140687230687320687410687500687590687680687770687860 687050 687140 687230 687320 687410 687500 687590 687680 687770 687860 42° 18' 36'' N 72° 43' 51'' W42° 18' 36'' N72° 43' 13'' W42° 18' 18'' N 72° 43' 51'' W42° 18' 18'' N 72° 43' 13'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:4,000 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hampshire County, Massachusetts, Central Part Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 29, 2013—Oct 16, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part (176 Turkey Hill Rd. HSG) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 31A Walpole sandy loam, 0 to 3 percent slopes B/D 3.8 5.0% 253C Hinckley loamy sand, 8 to 15 percent slopes A 27.7 36.5% 306B Paxton fine sandy loam, 0 to 8 percent slopes, very stony C 4.4 5.8% 306C Paxton fine sandy loam, 8 to 15 percent slopes, very stony C 11.8 15.5% 306D Paxton fine sandy loam, 15 to 25 percent slopes, very stony C 9.1 12.0% 311C Woodbridge fine sandy loam, 8 to 15 percent slopes, very stony C/D 16.7 21.9% 406B Charlton fine sandy loam, 3 to 8 percent slopes, very stony B 2.0 2.6% 600 Pits, gravel 0.0 0.0% 711E Charlton-Rock outcrop- Hollis complex, steep 0.5 0.7% Totals for Area of Interest 75.9 100.0% Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part 176 Turkey Hill Rd. HSG Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hampshire County, Massachusetts, Central Part 176 Turkey Hill Rd. HSG Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 4 of 4 Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 1 Date 11/4/20 Time 12:35 PM Weather Sunny – 50 Location Description (See Plan) East side of driveway at intersection with Turkey Hill Road Land Use Wooded edge Slope (%) 5 Surface Elevation at Hole 415 Vegetation Hemlock and white oak Surface Stones yes Soil Parent Material Sandy and gravelly glaciofluvial deposits Landform outwash Position on Landscape (SU, SH, BS, FS, TS) FS Distances from: Open Water Body - Feet Drainage way - Feet Wetlands 110 Feet Property Line 10 Feet Drinking Water Well - Feet Other - Unsuitable Materials Present: ☐ Yes ☒ No If Yes: ☐ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-6 O/A Forest litter 10 YR 3/1 - - Granular friable 6-32 Bw SL 7.5 YR 5/6 10 5 Massive friable 32-96 C Coarse sand and gravel 7.5 YR 5/6 40 10-30 Single grain loose * Additional Notes: * more cobbly with depth – stained fingers (trace silt and clay content) – cobble of different materials and colors and shape Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth > 8’ ESHGW Elev. 407 Frimpter? ☐ Yes (Attach Sheet) ☒ No Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 2 Date 11/4/20 Time 11:50 AM Weather Sunny – 50 Location Description (See Plan) East of driveway – 1/2 way down-off set from ex. swale Land Use Wooded edge Slope (%) 5 Surface Elevation at Hole 431 Vegetation White pine/understory Surface Stones - Soil Parent Material Sandy and gravelly glaciofluvial deposits Landform Outwash Position on Landscape (SU, SH, BS, FS, TS) SH to FS Distances from: Open Water Body - Feet Drainage way - Feet Wetlands 110 Feet Property Line - Feet Drinking Water Well 65 Feet Other - Unsuitable Materials Present: ☐ Yes ☒ No If Yes: ☐ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-3 O/A Forest litter 7.5 YR 3/2 - - Granular friable 3-20 Bw SL 7.5 YR 5/6 - - Massive friable 20-40 C1 sand and gravel 7.5 YR 5/6 20 50 Single grain loose * 20-96 C2 sand and gravel 7.5 YR 5/6 30 10 Single grain Loose * Additional Notes: Sampled hole behind ex. driveway swale * Lens of fine sand at 40-44 but not consistent throughout pit – sand and gravel also contained some silt and clay (stained fingers) Left hole open until 1:10 PM – no change – no groundwater Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth > 8’ ESHGW Elev. 423 Frimpter? ☐ Yes (Attach Sheet) ☒ No Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 3 Date 11/4/20 Time 11:20 AM Weather Sunny – 40s Location Description (See Plan) West of driveway Land Use Wooded area Slope (%) 5 Surface Elevation at Hole 458 Vegetation Understory Surface Stones yes Soil Parent Material Coarse till or Sandy and gravelly glaciofluvial deposits Landform Hill or outwash Position on Landscape (SU, SH, BS, FS, TS) SH to FS Distances from: Open Water Body - Feet Drainage way - Feet Wetlands 110 Feet Property Line - Feet Drinking Water Well 65 (ex. well to be abandoned) Feet Other - Unsuitable Materials Present: ☐ Yes ☒ No If Yes: ☐ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-10 A SL 10 YR 4/2 - - Granular friable 10-30 Bw SL 10 YR 6/6 5 - Massive friable 30-96 C Sand & gravel/ cobble w/ silt 7.5 YR 5/6 20 50 Single grain loose * Additional Notes: * Sand and gravel with lots of cobble – small amounts of silt and clay (stained fingers) Hole was left open and there was no change after 2-3 hours. Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth >8’ ESHGW Elev. 450 Frimpter? ☐ Yes (Attach Sheet) ☒ No Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 4 Date 11/4/20 Time 10:40 AM Weather Sunny – 40’s Location Description (See Plan) North of ex. house – east of driveway Land Use Access to basement door/ in cut Slope (%) 2 Surface Elevation at Hole 462 Vegetation None - gravel Surface Stones no Soil Parent Material Sandy and gravelly glaciofluvial deposits Landform outwash Position on Landscape (SU, SH, BS, FS, TS) FS Distances from: Open Water Body - Feet Drainage way - Feet Wetlands - Feet Property Line - Feet Drinking Water Well - Feet Other - Unsuitable Materials Present: ☒ Yes ☐ No If Yes: ☒ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-3 Fill/ leaf litter Gravel - - - - - 3-32 C1 Sand 10 YR 6/3 5 - Single grain loose * 32-84 C2 Gravelly sand 10 YR 6/3 40 10 Single grain loose ** 84+ C3 Fine sand 10 YR 6/1 - - Single grain loose *** Additional Notes: * Fill? Some darker layers of sand ** 32-84 Gravelly sand w/ cobbles - clean *** at 84” found clean light gray fine sand – not able to go deeper since hole was caving in. Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth > 7’ ESHGW Elev. 455 Frimpter? ☐ Yes (Attach Sheet) ☒ No Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 5 Date 11/4/20 Time 9:20 AM Weather Sunny – 30’s Location Description (See Plan) East border (NE of pr garage) Land Use Woods Slope (%) 8 Surface Elevation at Hole 457 Vegetation Wooded (red oak/hemlock) Surface Stones yes Soil Parent Material Sandy and gravelly glaciofluvial deposits Landform outwash Position on Landscape (SU, SH, BS, FS, TS) SH Distances from: Open Water Body - Feet Drainage way - Feet Wetlands - Feet Property Line 30 Feet Drinking Water Well - Feet Other - Unsuitable Materials Present: ☐ Yes ☒ No If Yes: ☐ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-6 O/A Organic/ SL 7.5 YR 2/1 - - Granular friable 6-30 Bw SL 7.5 YR 4/6 5 - Massive friable 20-38 C1 Gravelly sand 10 YR 5/6 50 - Single grain loose 38-45 C2 Gravelly sand w/ cobbles 10 YR 5/6 30 50 Single grain loose * 45-96 C3 Gravelly sand w/ cobbles 10 YR 6/2 20 30 Single grain loose ** Additional Notes: * Gravelly sand w/ cobbles – trace silt and clay (stained fingers) ** to 45” moist, then very dry to bottom of hole Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth > 8’ ESHGW Elev. 449 Frimpter? ☐ Yes (Attach Sheet) ☐ No Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 6 Date 11/4/20 Time 10:10 AM Weather Sunny – 40’s Location Description (See Plan) Behind pr house close to East lot border Land Use Woods Slope (%) 8 Surface Elevation at Hole 445 Vegetation Wooded (red oak/hemlock) Surface Stones yes Soil Parent Material Sandy and gravelly glaciofluvial deposits Landform outwash Position on Landscape (SU, SH, BS, FS, TS) SH Distances from: Open Water Body - Feet Drainage way - Feet Wetlands - Feet Property Line 10 Feet Drinking Water Well - Feet Other - Unsuitable Materials Present: ☐ Yes ☒ No If Yes: ☐ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-3 O/A Organic/ SL 7.5 YR 2/1 - - Organic/ Granular friable 3-32 Bw SL 7.5 YR 6/6 5 - Massive friable 32-42 C1 Gravelly sand 7.5 YR 6/6 60 5 Single grain loose * 42-96 C2 Gravelly sand w/ cobbles 7.5 YR 7/2 40 5 Single grain loose ** Additional Notes: * 32-96 Gravelly sand w/ cobbles – some silt and clay (stained fingers) ** to 42” moist, then very dry to bottom of hole Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth >8’ ESHGW Elev. 437 Frimpter? ☐ Yes (Attach Sheet) ☒ No Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 7 Date 11/4/20 Time 8:30 AM Weather 32 deg sunny Location Description (See Plan) Open yard area – NW of pr house Land Use Cleared area Slope (%) 5 Surface Elevation at Hole 463 Vegetation grass Surface Stones yes Soil Parent Material Till or Sandy and gravelly glaciofluvial deposits Landform Hill or outwash Position on Landscape (SU, SH, BS, FS, TS) FS Distances from: Open Water Body - Feet Drainage way - Feet Wetlands 55 Feet Property Line - Feet Drinking Water Well - Feet Other - Unsuitable Materials Present: ☐ Yes ☒ No If Yes: ☐ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-5 A SL 7.5 YR 3/4 - - Granular friable 5-20 Bw SL 7.5 YR 5/6 5 2 Massive friable 20-38 C1 Sand/coarse sand 10 YR 6/4 20 - Single grain loose * 38-46 C2 Sand /fine sand 10 YR 5/4 - - Single grain loose ** 46-108 C3 Gravelly sand 7.5 YR 5/6 40 10 Single grain loose *** Additional Notes: * Sand to gravelly sand – trace silt and clay (stained fingers) ** Sand and fine sand layer stained fingers – some Si/cl content *** Gravelly sand with cobbles, some silt/cl – aggregate all different colors. Left hole open all day – no groundwater Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth > 9’ ESHGW Elev. 454 Frimpter? ☐ Yes (Attach Sheet) ☒ No Note: This soil evaluation has been performed for the purpose of stormwater management design, and shall not be used for purposes related to Title 5 and/or soil suitability assessments for on-site sewage disposal. 4 Allen Place, Northampton, MA 01060 (413) 582-7000 bdg@berkshiredesign.com Berkshire Design Group Soil Evaluation Location Address or Lot No. 176 Turkey Hill Road, Northampton, MA Performed By Lucy Conley, P.E. Deep Hole Number 8 Date 11/4/20 Time 1:20 PM Weather Sunny – 50 Location Description (See Plan) North of ex. house – east of driveway Land Use Edge of driveway - wooded Slope (%) 5 Surface Elevation at Hole 459 Vegetation Wooded edge (white pine/ hemlock) Surface Stones yes Soil Parent Material Sandy and gravelly glaciofluvial deposits Landform outwash Position on Landscape (SU, SH, BS, FS, TS) FS Distances from: Open Water Body - Feet Drainage way - Feet Wetlands - Feet Property Line - Feet Drinking Water Well - Feet Other - Unsuitable Materials Present: ☒ Yes ☐ No If Yes: ☒ Disturbed Soil/Fill ☐ Weathered/Fractured Rock ☐Bedrock Soil Log Depth (in) Soil Horizon Soil Texture (USDA) Soil Color (Munsell) Soil Mottling Coarse Fragments % by Volume Soil Structure Soil Consistence Other Depth Color % Gravel Cobbles & Stones 0-36 Fill LS - - - - - * 36-66 Bw SL 7.5 YR 5/6 - - Massive friable ** 66-108 C1 SL 10 YR 6/3 5 10 Massive friable *** Additional Notes: Additional test pit to confirm results of TP 4. * Fill was loamy sand but had layers of organics within. ** Buried B horizon *** Dry gray loamy sand to sandy loam with gravel and cobble and some silt and clay (stained fingers) Depth to Groundwater Weeping from Pit Face None Standing Water None Mottling none ESHGW Depth > 9’ ESHGW Elev. 450 Frimpter? ☐ Yes (Attach Sheet) ☒ No Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Appendix C – Proposed Stormwater Management System Operation & Maintenance Plan Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report 1 Proposed Operation & Maintenance Plan Stormwater Management During Construction The Contractor shall be responsible for inspection and maintenance during construction. At all times, siltation fabric fencing, stakes and hay bales sufficient to construct a sedimentation control barrier a minimum of 50 feet long will be stockpiled on the site in order to repair established barriers which may have been damaged or breached. An inspection of all erosion control and stormwater management systems shall be conducted by the Contractor at least once a week and during all rain storms until the completion of construction. In case of any noted breach or failure, the Contractor shall immediately make appropriate repairs to any erosion control system and notify the engineer of any problems involving stormwater management systems. A rain storm shall be defined as all or one of the following: · Any storm in which rain is predicted to last for twelve consecutive hours or more. · Any storm for which a flash flood watch or warning is issued. · Any single storm predicted to have a cumulative rainfall of greater than 1/2 inch. · Any storm not meeting the previous three thresholds but which would mark a third consecutive day of measurable rainfall. The Contractor shall also inspect the erosion control and stormwater management systems at times of significant increase in surface water runoff due to rapid thawing when the risk of failure of erosion control measures is significant. In such instances as remedial action is necessary, the Contractor shall repair any and all significant deficiencies in erosion control systems within two days. The Northampton Conservation Commission shall be notified of any significant failure of stormwater management systems & erosion and sediment control measures and shall be notified of any release of pollutants to a water body (stream, brook, pond, etc.). The Contractor shall remove the sediment from behind the face of the sedimentation control barrier when the accumulated sediment has reached one-half of the original installed height of the barrier. This project requires a NPDES General Permit for Stormwater Discharges from Constriction Activities. Contractor and Owner are responsible for finalizing a Stormwater Pollution Prevention Plan (SWPPP) and filing for the NDPES permit prior to the start of construction. All clearing, grading, drainage, construction, and development shall be conducted in strict accordance with the SWPPP. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report 2 Post-Construction Stormwater Management System Owner: Linda Doucette-Ashman and Harvey Ashman 176 Turkey Hill Road Northampton, MA 01062 ldoucette31@gmail.com harvey.ashman@gmail.com Party Responsible for Operation & Maintenance: Linda Doucette-Ashman and Harvey Ashman 176 Turkey Hill Road Northampton, MA 01062 ldoucette31@gmail.com harvey.ashman@gmail.com Inspection & Maintenance Schedule: 1) Detention Basins (The following recommendations follow the MADEP Stormwater Policy guidelines.) Inspections a. Initial six months of use: Inspect infiltration basins after every major storm event. Examine for stabilization and function, including determination of the duration of water standing in the basin, any sediment erosion, excessive compaction of soils, or low spots. b. Twice per year: Examine basin for the following: differential settlement, cracking, erosion, leakage, condition of riprap, sediment accumulation, and health of turf. Any adverse conditions noted during any inspections shall be addressed by repair or reconsideration of design components. Weeding and General Maintenance Occasional weeding (1-2 times per year min.) shall be performed on the side slopes and basin bottom. Accumulated grass clippings and/or organic matter and trash and debris shall be removed. Any clogged surface areas can be loosened by deep tilling; tilled areas must be immediately re-vegetated. Tilling may be used in this manner for no more than two consecutive maintenance periods. Thereafter, sediment in the clogged areas shall be removed, liner material replaced, and vegetation re-established. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report 3 Dredging/Sediment Removal Accumulated sediment shall be removed from the basin at five (5) year intervals, or as required to maintain the function of the stormwater management system as designed. During this process and until the disturbed sediment has settled, the outlet pipe shall be sealed so as to minimize the risk of conveying sediment beyond the basin. 2) Grass Level Lip Spreader The level lip spreader shall be inspected annually for sediment buildup and evidence of bypassing. It shall be cleaned by removing any sediment. After sediment is removed, the grass shall be replanted. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. Inspections shall identify any damage or signs of erosion within and adjacent to the level lip spreader, which shall be repaired immediately. It is recommended that sediment removal, if any, be performed after the completion of the spring snow melt. 3) Subsurface infiltration System A subsurface infiltration system, constructed from 3 ft. diameter perforated HDPE pipes and crushed stone, is designed to temporarily store excess runoff prior to infiltration and/or discharge. Proper maintenance of roof gutters and these structures will protect the integrity of the subsurface infiltration system. The subsurface infiltration system shall be inspected as noted below, and if any sediment is observed in the chambers, the owner should contact a professional engineer to evaluate the impact, recommend changes to the pre− treatment devices or maintenance procedures, and to determine if remedial action is necessary. If sediment is allowed to build up, it may be necessary to excavate and clean the pipes. Inspection / Maintenance Frequency The subsurface infiltration system must be cleaned and maintained. Underground systems may be maintained more cost effectively if these simple guidelines are followed. Inspection should be performed at a minimum of once per year. Cleaning should be done at the discretion of individuals responsible to maintain proper storage and flow. While maintenance can generally be performed year round, it should be scheduled during a relatively dry season. Pre-Inspection A post-installation inspection should be performed to allow the owner to measure the invert prior to accumulation of sediment. This survey will allow the monitoring of sediment build-up without requiring access to the subsurface infiltration system. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report 4 The following is the recommended procedure for pre-inspections: 1) Locate the cover of the drain manhole connected to the subsurface infiltration system. The riser will typically be 24” in diameter or larger. 2) Remove the cover. 3) Insert a measuring device into the opening and make note to a point of reference on the stick or string. (This is done so that sediment build up can be determined in the future without having to enter the system.) Inspection / Maintenance The subsurface infiltration system should be inspected at a minimum of one time a year or after major rain events if necessary. The following is the recommended procedure to inspect system in service: 1) Locate the cover of the drain manhole connected to the subsurface infiltration system. The riser will typically be 24” in diameter or larger. 2) Remove the cover. 3) Observe for standing water if longer than 8 hours past the last major storm event. If water is observed, the owner should contact a professional engineer to evaluate the impact. 4) Measure the sediment buildup at each riser and cleanout location. Only certified confined space entry personnel having appropriate equipment should be permitted to enter the subsurface infiltration system. 5) Inspect each manifold, all laterals and outlet pipes for sediment build-up, obstructions or other problems. Obstructions should be removed immediately. 6) If measured sediment build-up is between 3” and 4”, cleaning should be considered. If sediment build-up exceeds 4”, cleaning should be performed at the earliest opportunity. A thorough cleaning of the system shall be performed by either manual methods or by a vacuum truck. 4) Bio Retention Areas The bio retention areas shall be inspected at least four times per year for sediment accumulation and signs of damage or erosion. Sediment shall be removed any time it has accumulated more than 1”. Sediment shall be removed annually, preferably during spring cleanup. At that time, sediment and the previous year’s mulch shall be removed and new mulch installed. Failure of the system to drain (ponding 48 hours after the end of the storm) shall result in inspection and cleaning. Sediments shall be removed and disposed of in accordance with local, state and federal guidelines and regulations. It is recommended that sediment removal be performed after the completion of the spring snow melt. Inspections shall identify any damage or signs of erosion within basins or the overflow berm. Damage shall be repaired immediately. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Appendix D – Flood Plain Information FEMA Firmette Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Appendix E – NHESP Estimated and Priority Habitats 176 Turkey Hill Road Northampton, MA NHESP Priority Habitats Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Appendix F –TSS Removal Calculations VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Bioretention Area 0.901.00 0.90 0.100.000.10 0.00 0.100.000.10 0.00 0.100.000.10 0.00 0.100.000.10 0.00 0.10Total TSS Removal =90%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:176 Turkey Hill RoadPrepared By:Berkshire Design Grp*Equals remaining load from previous BMP (E)Date:2/22/2021which enters the BMPBio Retention Area #1TSS Removal Calculation WorksheetNon-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection VINSTRUCTIONS:Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.Location: B C D E FTSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (C*D) Load (D-E)Bioretention Area 0.901.00 0.90 0.100.000.10 0.00 0.100.000.10 0.00 0.100.000.10 0.00 0.100.000.10 0.00 0.10Total TSS Removal =90%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:176 Turkey Hill RoadPrepared By:Berkshire Design Grp*Equals remaining load from previous BMP (E)Date:2/22/2021which enters the BMPBio Retention Area #2TSS Removal Calculation WorksheetNon-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1Mass. Dept. of Environmental Protection Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Appendix G - Checklist for Stormwater Report 176 Turkey Hill Road Stormwater Checklist • 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 Sedimentation Control Plan before commencing any land disturbance activity on the site. 176 Turkey Hill Road Stormwater Checklist • 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 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 176 Turkey Hill Road Stormwater Checklist • 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. 176 Turkey Hill Road Stormwater Checklist • 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. 176 Turkey Hill Road Stormwater Checklist • 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 mounding analysis is provided. Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: · Good housekeeping practices; · Provisions for storing materials and waste products inside or under cover; · Vehicle washing controls; · Requirements for routine inspections and maintenance of stormwater BMPs; · Spill prevention and response plans; · Provisions for maintenance of lawns, gardens, and other landscaped areas; · Requirements for storage and use of fertilizers, herbicides, and pesticides; · Pet waste management provisions; · Provisions for operation and management of septic systems; · Provisions for solid waste management; · Snow disposal and plowing plans relative to Wetland Resource Areas; · Winter Road Salt and/or Sand Use and Storage restrictions; · Street sweeping schedules; · Provisions for prevention of illicit discharges to the stormwater management system; · Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; · Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; · List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: is within the Zone II or Interim Wellhead Protection Area is near or to other critical areas is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) involves runoff from land uses with higher potential pollutant loads. The Required Water Quality Volume is reduced through use of the LID site Design Credits. Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. 176 Turkey Hill Road Stormwater Checklist • 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 LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. All exposure has been eliminated. All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6: Critical Areas The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. Critical areas and BMPs are identified in the Stormwater Report. 176 Turkey Hill Road Stormwater Checklist • 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 found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: · Narrative; · Construction Period Operation and Maintenance Plan; · Names of Persons or Entity Responsible for Plan Compliance; · Construction Period Pollution Prevention Measures; · Erosion and Sedimentation Control Plan Drawings; · Detail drawings and specifications for erosion control BMPs, including sizing calculations; · Vegetation Planning; · Site Development Plan; · Construction Sequencing Plan; · Sequencing of Erosion and Sedimentation Controls; · Operation and Maintenance of Erosion and Sedimentation Controls; · Inspection Schedule; · Maintenance Schedule; · Inspection and Maintenance Log Form. A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. 176 Turkey Hill Road Stormwater Checklist • 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 information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. The project is not covered by a NPDES Construction General Permit. The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: Name of the stormwater management system owners; Party responsible for operation and maintenance; Schedule for implementation of routine and non-routine maintenance tasks; Plan showing the location of all stormwater BMPs maintenance access areas; Description and delineation of public safety features; Estimated operation and maintenance budget; and Operation and Maintenance Log Form. The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of Illicit Discharges The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; An Illicit Discharge Compliance Statement is attached; NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Figure 1 Pre- Development Drainage Area Plan Figure 2 Post- Development Drainage Area Plan Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Figure 3 Pre- Development Ground Cover Plan Figure 4 Post- Development Ground Cover Plan Single Family Residence March 17, 2021 176 Turkey Hill Road, Northampton, Massachusetts Stormwater Drainage Report The Berkshire Design Group, Inc. Figure 5A Demolition & Erosion Control Plan (Sheet 1 of 2) Figure 5B Demolition & Erosion Control Plan (Sheet 2 of 2) GRAVEL DIRT PATHSHED430 440 450 450 460460 42045144043046045044046 0 460 450440410400460450440430420410Perc 1Perc 2HILLTURKEY ROADTrunk Line1612-21"CanadianHemlock1630-26"Red Oak1661-22.50"Red Oak1663-20.00" RemoveWhite Pine1641-20"Red Oak1662-22.50"White Pine1638-26.50"STRUCTURAL ISSUES1639-20.50"White Pine1637-25"White Pine1632-20"White Pine1631-26"White Pine1664-24"White Pine1629-13"Red Oak1633-12.5"Paper Birch1634-18.5"Hemlock1636-15.5"White Oak1635-11.5"Paper Birch1640-20"Hemlock1628-12.5"Hemlock1627-9.5"Hemlock1626-12"Hemlock1625-16.5"Hemlock1624-13.5"Hemlock1623-17"Hemlock1622-14"Hemlock1620-11"Hemlock1621-10"Hemlock1619-14"Hemlock1617-12.5"Hemlock1618-11"Paper Birch1616-16"Hemlock1615-11"SweetBirch1613-11"Red1609-15"Hemlock1610-16"Hemlock1611-24"Sweet Birch1608-10"Hemlock1607-10"Hemlock1606-11"Hemlock1605-15"Hemlock1604-15"Hemlock1603-14.5"Sweet Birch1602-15.5"Hemlock1601-18"Hemlock1666-22"Red Oak1667-21"White PineF1 F5 HW20 HW19 HW18 HW17 HW 16 HW 15 HW14 HW13 HW12 F2 F4 HW21HW23HW22HW24HW27HW28 HW292F52F62F72F82F92F102F42F3 2F2 2F1 G14 G13 G12 F3INNER 100' of 200'RIVERFRONT AREAOUTER 100' of 200'RIVERFRONT AREANORTHAMPTON SC ZONE(SPECIAL CONSERVANCY ZONE )NORTHAMPTON RR ZONERURAL RESIDENTIAL ZONE )12" CCP10" PVC464OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW40' Front Setback 40' F ron t Se tback 20' Side SetbackN 86°55'07" E 209.38'N 69°16'43" E 98.95'N 78°04'25" E 156.35'N 67°46 '51" E 120 .07 'N 71°23 '07" E 26 .87 'Checked By:Drawn By:RevisionsScale:Date:Sheet NumberThis drawing is not intended nor shall it be used forconstruction purposes unless the signed professional seal of aregistered landscape architect, civil engineer or land surveyoremployed by The Berkshire Design Group, Inc. is affixed above.Web: http://www.berkshiredesign.comEmail: bdg@berkshiredesign.com (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringPlanningBerkshireGroup, Inc.DesignTheDo not scale drawing for quantity take-offs or construction. Usewritten dimensions only. If dimensions are incomplete, contactThe Berkshire Design Group Inc. for clarification.Land SurveyingCopyright The Berkshire Design Group, Inc.This drawing and all of its contents are the express property ofThe Berkshire Design Group, Inc., and shall not be copied orused in any way without the written consent of The BerkshireDesign Group, Inc.c176 TURKEY HILL ROADNORTHAMPTON, MAPERMIT SETNOT FOR CONSTRUCTION02.25.2021RLGPH0'20'10'SCALE 1"=20'-0" (if printed full size @ 24" x 36")LC121DEMOLITION &EROSION CONTROLPLANS(Sheet 1 of 2)1" = 20'MATCH LINE LC122MATCH LINE LC122EXISTING DEGRADED GRAVEL DRIVEWAYTO REMOVEPROPERTY LINEPROPERTY LINEPROPERTY L INEEXISTING DAMAGED CONCRETE PIPE TOREMOVE & REPLACEEXISTING UTILITY POLES INDRIVEWAY TO REMAIN (TYPICAL)COORDINATE SERVICE WITH UTILITYCOMPANYEXISTING RIPRAP SWALE TO MODIFY WITH DRIVEWAY REDEVELOPMENTAND STORMWATER MANAGEMENTEXISTING SHED AND TREES TO REMAINSEPTIC PERCOLATION TEST LOCATION 115' x 50' MIN GRAVEL TRACKING PAD FLARE TO 25' WIDE AT ROADINTERSECTION WITH TURKEY HILL ROAD100' WETLAND BUFFER50' WETLAND BUFFEREXISTING DAMAGED PVC PIPE TO REMOVE &REPLACEPROPERTY LINELIMIT OFWORK LINELIM I T O F WO R K L I N E PROTECT EXISTING TREE TO REMAINPROVIDE TREE PROTECTION FENCING AND HAND DIG WITHIN THEDRIPLINE WITHIN THE TREE CANOPYTREE TYPE PROTECTION-TYPE 1 CHAIN LINK FENCING PER NORTAMPTONTREE PROTECTION STANDARDSLIM IT OF WORKLINE LIM I T O F W O R K L I N E PROTECT EXISTING TREE TO REMAINPROVIDE TREE PROTECTION FENCINGTREE PROTECTION TYPE 1- NORTHAMPTONSTANDARDCHAINLINK FENCINGLIMIT OF WORK LINE REMOVE TREES # 1601, 1602, PER ARBORIST RECOMMENDATIONSREMOVE TREE # 1604 PER ARBORIST RECOMMENDATIONSPROTECT ADJACENT SWEET BIRCH PRIOR TO REMOVALTREE PROTECTION FENCINGTYPE 2- SNOW FENCINGTREE # 1663REMOVE PER ARBORIST RECOMMENDATIONSTREE # 1667REMOVE PER ARBORIST RECOMMENDATIONSDEMO EXISTING TREE # 1662, 22.5" WHITE PINEPROTECT EXISTINGTREE TO REMAINPROVIDE TREEPROTECTION FENCINGTREE PROTECTIONTYPE 1-NORTHAMPTONSTANDARDREMOVE TREES # 1607 TREE IS DEAD PER ARBORIST REVIEWREMOVE EXISTING TREE #1608, MOSTLY DEAD PER ARBORIST REVIEWREMOVE EXISTING DEAD TREES # 1609 and #1610 PER ARBORISTRECOMMENDATIONSREMOVE TREES #1620 and#1621 PER ARBORISTRECOMMENDATIONSTREE ID 1612HEMLOCK21"CALIPERTREE ID 1654WHITE PINE21"CALIPERTREE ID 1653WHITE PINE22.5" CALIPERTREE ID 1662WHITE PINE22.5"CALIPERTREE ID 1659WHITE PINE21" CALIPER* NOTE: TREE REMOVAL FOR DEVELOPMENT IS TOPROVIDE SOLAR ACCESS TO BUILDING ROOF,PROVIDE SPACE FOR SUBSURFACE STORAGE OFUTILITIES AND STORMWATER MANAGEMENTTOTAL CALIPER OF TREES REMOVED =108" CALIPERTHEREFORE REPLACEMENT TREE CALIPER ORMONETARY EQUIVALENT = 54" CALIPERSUMMARY OF NORTHAMPTONSIGNIFICANT TREES(20" CALIPER OR GREATER) TO REMOVE DUETO CONSTRUCTIONEXISTING DAMAGED CONCRETE PIPE TOREMOVE & REPLACECONSTRUCTION FENCING AND LOCKABLE GATE AT DRIVEWAY ENTRANCEAPPROXIMATE LOCATION OF LARGE BOULDER TO REMAIN ON SITEAPPROXIMATE LOCATION OF LARGE BOULDER TO REMAIN ON SITEREUSE EXISTING BOULDERS ON SITECLEAR AND GRUB AREASWITHIN THE LIMIT OF WORKWORK WITHIN EXISTINGTREES TO REMAIN TO BE DONEBY HANDREMOVE TREE # 162913" Red Oak for newBioretention BasinREMOVE TREE #1627 and TREE#1628 PER ARBORISTRECOMMENDATIONSREMOVE TREE #1628 DUETO GRADING IN DRIP LINEPROTECT EXISTING SWEET BIRCH TREE1. Prior to any site clearing, the contractor to stake the limit of work like and put in place treeprotection fencing for any trees to remain and provide erosion control barriers.2. Prior to any site clearning, the contractor shall schedule a site visit with the Tree Wardenand the Landscape Architect to review the limit of work line and tree protection fencing priorto proceeding with the proposed scope of work.3. The Contractor shall be responsible for a thorough site examination to determine theextent of demolition necessary to prepare the site for construction and shall verify all items tobe demolished or salvaged with the Landscape Architect prior to beginning work.4. Care shall be taken not to damage any items designated to remain; repair or replacementof damaged items designated to remain shall be at the Contractors' expense.5. Disposal of property designated to be removed shall be at the direction of the LandscapeArchitect or Owner, and shall conform to all applicable laws and regulations. All salvagablematerial shall be delivered by the Contractor to storage areas designated by the LandscapeArchitect. Contractor shall remove all existing unsuitable materials from6. The Contractor shall protect existing trees to remain with 2"x 4"x 6'-0" stakes and snowfencing. Prior to removing trees, Contractor to notify Landscape Architect within 14 days forreview of all trees to remain and be removed.7. All topsoil shall be stripped from grass areas to be removed and stockpiled in an areadesignated by the Owner. The Contractor is responsible for all topsoil as needed to meet thespecifications.8. The Contractor may use temporary fencing to control the site during construction. Prior tothe finalization of the project, the Contractor shall remove all temporary fencing andbarricades.9. The locations of existing underground utilities are shown in an approximate way only basedon available data and all utilities may not be shown. Prior to construction, the contractor shallcontact Dig Safe at 1-800-322-4844 to request utilities to be marked on the ground. Thecontractor shall be responsible for determining the exact location of all existing utilities beforecommencing work. The contractor agrees to be fully responsible for any and all damageswhich might be occasioned by his/her failure to exactly locate and preserve any and allutilities.10. All boundary monuments shall be protected and/or preserved during demolition andconstruction. Should any boundary monument be destroyed and/or altered as a result ofdemolition and construction, it shall be the responsibility of the party incurring the damage toobtain the services of a professional land surveyor to replace and reset said monument.DEMOLITION AND EROSION CONTROLNOTESLIMIT OFWORKLINEPROVIDE EROSION CONTROL BARRIER BETWEENLIMIT OF DISTURBANCE AND DOWNSLOPE AREAS(TYPICAL)PROVIDE EROSION CONTROL BARRIER BETWEENLIMIT OF DISTURBANCE AND DOWNSLOPE AREAS(TYPICAL)NORTHAMPTONSIGNIFICANT TREE (20"CALIPER OR GREATER) TOREMOVE DUE TOCONSTRUCTIONTREE TO REMOVE PERRECOMMENDATION OFARBORISTTREE LESS THAN 20" CALIPERTO REMOVE DUE TOCONSTRUCTION ASSOCIATEDWITH PROJECT SCOPE Missing flag B491-1/2ST WDFRAMESHEDSHEDSHEDGRAVEL DRIVEWell Bordering Vegetated Wetland4604704 6 0 4 5 0 4 4 0 43042041046 0 450 Perc 2Hemlock1651-20.50"REMOVERed Maple1646-22"SugarMapleRed Oak1645-27.50" RemoveWhite Pine1642-34"1653-22.5"White Pine1659-21"White Pine1658-21"Black Oak1660-21.00"Red Maple1654-21"White Pine1655- 20" RemoveWhite Pine16"14"1644-17"Red Oak1643-17"White Oak1656-22"Red Oak1657-17.5"Hemlock1614-11.5"White Pine1652-17.5"Hemlock1647-10"Sassafras1648-8.5"PaperBirch1650-15.5"Hemlock1649-16"Hemlock1613-11"RedMaple1666-22"Red OakWETLANDBUFFER50-100'B29B18 WETLANDBUFFER 0'-50'B19B20 B21 B22 B23 B24 B25 B26B27B28 B31 B32 B33 B38 B39 B42 B46 B52 B57 B43 B53 A5 A6 A7 A8 A10 A12 A11 C4 C1 C11 C6 C5 A1 A2 C2 C3 B37 B35 B34 A14 A15 A16 D23D22D21D6D7A19 A18 D4 D2 D1 D30 D25 D24 D27 D29 B47 B48 B51 B50 B54 B55 B56 D5 D8D9D10D11D12D13D14D15 D16 D17D18 D19D20A31A30A29A28A27A26A25A24A23A22A21A20 C7C8 C9 C10 A4 A3 B44 B45 B41 B40 B36 B58 B30 4"Deciduous3"Deciduous46246546746846746746445910" PVC467464OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW WETLANDBUFFER50-100 ' WETLANDBUFFER 0 ' -50 '20' Side SetbackS 07°06'16" E 1155.40'Checked By:Drawn By:RevisionsScale:Date:Sheet NumberThis drawing is not intended nor shall it be used forconstruction purposes unless the signed professional seal of aregistered landscape architect, civil engineer or land surveyoremployed by The Berkshire Design Group, Inc. is affixed above.Web: http://www.berkshiredesign.comEmail: bdg@berkshiredesign.com (413) 582-70004 Allen Place, Northampton, Massachusetts 01060Landscape ArchitectureCivil EngineeringPlanningBerkshireGroup, Inc.DesignTheDo not scale drawing for quantity take-offs or construction. Usewritten dimensions only. If dimensions are incomplete, contactThe Berkshire Design Group Inc. for clarification.Land SurveyingCopyright The Berkshire Design Group, Inc.This drawing and all of its contents are the express property ofThe Berkshire Design Group, Inc., and shall not be copied orused in any way without the written consent of The BerkshireDesign Group, Inc.c176 TURKEY HILL ROADNORTHAMPTON, MAPERMIT SETNOT FOR CONSTRUCTION02.25.2021RLGPHLC122DEMOLITION &EROSION CONTROLPLANS(Sheet 2 of 2)1" = 20'0'20'10'SCALE 1"=20'-0" (if printed full size @ 24" x 36")MATCH LINE LC121MATCH LINE LC121PROPERTY LINESEPTIC PERCOLATION TEST LOCATION 2DEMO EXISTING STRUCTURES ON SITETYPICALREMOVE EXISTING SEPTIC STRUCTURE ANDASSOCIATED UTILITIESDEMO EXISTING HOUSE & SHED ANDDISCONNECT ALL UTILITIESEXISTING TRAIL TO REMAINREMOVE EXISTING TREE #1614, 11.5" WHITE PINEFOR STORMWATER IMPROVEMENTSEXISTING WELL TO DISCONNECT FROM EXISTING HOUSEDEMO EXISTING DEGRADED GRAVEL DRIVEWAYLIMIT OF WORK LINEPROVIDE EROSION CONTROL BARRIERS ALONG LIMIT OF WORK LINE100' WETLAND BUFFER50' WETLAND BUFFERWETLAND EDGE100' WETLAND BUFFER50' WETLAND BUFFERREMOVE EXISTING WOOD SHEDREMOVE TREE #1649 PER ARBORIST RECOMMENDATIONSREMOVE TREE #1651, PER ARBORIST RECOMMENDATIONSREMOVE TREE #1652 PER ARBORIST RECOMMENDATIONSREMOVE EXISTING TREES #1645, & # 1655PER ARBORIST RECOMMENDATIONSREMOVE DEBRIS PILE, SEED WITH EROSION CONTROL SEED MIXL IM ITOF WORK L INEEXISTING BOULDER TO REMAIN ON SITEEXISTING TRAIL CONNECTION TO REMAINSALVAGE EXISTING BOULDERS FOR REUSE ON SITEREMOVE EXISTING SHRUBSREMOVE EXISTING ORNAMENTAL TREESSALVAGE EXISTING BOULDERS FOR REUSE ONSITESALVAGE EXISTING BOULDER FORREUSE ON SITEREMOVE EXISTING VEGETATIONREMOVE EXISTING VEGETATIONREMOVE EXISTING VEGETATIONEXISTING LAWN TO REMAINREMOVE DEBRIS PILEREMOVE SMALL TREE/SHRUBEXISTING TRAIL CONNECTIONNORTHAMPTONSIGNIFICANT TREE (20"CALIPER OR GREATER) TOREMOVE DUE TOCONSTRUCTIONTREE TO REMOVE PERRECOMMENDATION OFARBORISTTREE LESS THAN 20" CALIPERTO REMOVE DUE TOCONSTRUCTION ASSOCIATEDWITH PROJECT SCOPEREMOVE TREE #1644, 17" OAK FORNEW STORMWATER MANAGEMENTREMOVE TREE # 1643, 17" OAK FORNEW STORMWATER MANAGEMENTLIMITOF WORK LINEEXISTING RIPRAP AND ARMORED SWALE TO REMOVESEE GRADING AND DRAINAGE PLANS FOR IMPROVEMENTSREMOVE THIS SECTION OF OVERHEAD ELECTRIC AND TELECOM LINEEXISTING ELECTRIC UTILITY POLEPROVIDE TREE PROTECTION FENCING TYPE 2- SNOW FENCINGPROVIDE EROSION CONTROL BARRIER BETWEENLIMIT OF DISTURBANCE AND DOWNSLOPE AREAS(TYPICAL)100' WETLAND BUFFER