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Seney Stormwater Mgmt Application 9-28-2020STORMWATER MANAGEMENT PERMIT Fee Paid: Date Paid: Permit#: City of Northampton Department of Public Works APPLICATION Approved By: Approval Date: (For DPW use only) 1. Project I Site Information Project I Site Name: 1087 Westhampton Road (Lot #4) Project Street I Location: 1087 Westhampton Road Assessor's Map: ____ _ Parcel(s): ___ _ Estimated Area to be Disturbed (ft2): 100,604 SF = 2.31 Acres Total Area oflmpervious Surfaces: (paved, parking, decks, roofs, etc.) (ft2) Existing Proposed 0 15,262 SF Project Type (check one) Permit Review and Inspection Fee !RI Residential Site (1 unit and 1-5 Acres Disturbed) $700 0 Residential Site (1 unit and greater than 5 Acres Disturbed) $1,100 0 Minor Residential Subdivision (1 lot and disturbing 1 to 5 $700 or $1 per linear foot of roadway or acres of land) common driveway (whichever is greater) 0 Residential Subdivision and Other Residential such as $2000 or $2 per linear foot of roadway or Townhouse or Retirement Development (2 or more units in a common driveway (whichever is greater) common plan of development) 0 Commercial Subdivision $2000 or $2 per linear foot of roadway or common driveway (whichever is greater) 0 Commercial or Industrial Site $700 per acre disturbed (maximum of $5,000) 0 Land Disturbance Only (No change in site use or buildings. $100 per acre disturbed May include reconstruction of parking lots, roads, and driveways; utility work; and lawn and landscaping work.) 2. Applicant Information 3. Owner Information (if different from Applicant) Name: Timothy J. Seney Same ------------~ Address: 371 Prospect Street, N'ton Telephone: 413-626-1797 _____ _ E-Mail: timseney@gmail.com. ___ _ Fax: ______________ _ 4. Certification I herby certify that the information contained herein including all attachments is true, accurate and complete to the best of my knowledge. Further, I grant the Northampton Department of Public Works and its agents permission to enter the property to review this application and make inspections during and after constr~ ---/ / •' Applicant's Signature Owner's Signature Date 1087 Westhampton Road STORMW ATER MANAGEMENT STANDARDS STANDARD #1: UNTREATED STORMWATER The project has been designed with no stormwater point discharges. Any stormwater which discharges from the property shall be overland flow which shall be consistent with or less than pre-development storm water discharges. Treatment shall consist of flow across vegetated surfaces (lawn and landscaping) prior to reaching the proposed stormwater drainage swale along the driveway, then into a riprap settling pool. Other storm water treatment shall consist of a large riprap lined detention swale which shall collect overland flow across vegetated surfaces prior to overflowing onto an undisturbed wooded section of land. STANDARD #2: POST DEVELOPMENT PEAK DISCHARGE RA TES The project is designed to minimize impacts to an abutting property to the maximum extent possible. Peak discharge rates reaching the abutting property line shall be less than the pre-development discharge rates. STANDARD #3: RECHARGE TO GROUNDWATER Recharge will be achieved within four ADS Storm Tech leaching chamber systems. The roof drainage from the new residential dwelling shall be collected and piped into the leaching systems. The four leaching chambers shall contain sufficient volume to meet the stormwater guideline standards, and shall drain completely in less than 72 hours. The proposed detention swale shall also collect and store runoff over and above the recharge volume mandated in the guidelines. STANDARD #4: REMOVE 80% TOTAL SUSPENDED SOLIDS (TSS) Lawn and landscaped areas shall provide TSS pretreatment prior to runoff entering the existing stormwater system, which already includes provisions for TSS removal. The riprap lined drainage swale along the driveway shall provide TSS removal for stormwater flow off of the driveway, prior to entering the proposed riprap settling basin. Leaching chambers, which shall treat roof runoff, shall also provide TSS removal. STANDARD #5: HIGHER POTENTIAL POLLUTANT LOADS The project is not classified as having a higher potential pollutant load. STANDARD #6: PROTECTION OF CRITICAL AREAS The project is not located within a critical area. STANDARD #7: REDEVELOPMENT PROJECT The project is not a redevelopment project. STANDARD #8: EROSION/SEDIMENT CONTROL Erosion and sediment controls are delineated on the Stormwater Permit Plan and described in the attached Stormwater Pollution Prevention Plan (SWPPP): A stone tracking pad shall be installed at the end of the residential driveway, where construction traffic will exit onto the paved common driveway. The tracking pad shall be maintained until the site is fully stabilized and the driveway is paved. STANDARD #9: OPERATION & MAINTENANCE PLAN See Operation & Maintenance Plan in SWPPP (attached). STADARD #10: ILLICIT DISCHARGE PROHIBITED There shall be no illicit discharges to the stormwater management system. No discharges shall contain sanitary wastes, process wastes, raw materials, toxic pollutants, hazardous wastes, oil or grease, as outlined in the Operation & Maintenance Plan for the stormwater system. James A. Gracia, PE 99 Glendale Street, Easthampton, ..MA 01027 1087 Westhampton Road September 27, 2020 Compliance with Northampton Stormwater Management Ordinance Guidelines The proposed house site on the subject parcel consists of a sloped parcel on a hill at the end of a long driveway. The proposed house, garage, and driveway shall be situated such that runoff from these impervious surfaces shall be captured, either by overland flow into the proposed riprap swales along the side of the driveway, by overland flow into a proposed riprap detention swale, and by roof runoff piped into the leaching chamber system consisting of four separate chamber systems. Portions of the landscaped sides and rear yards shall continue to sheet flow onto other heavily wooded portions of the lot. The groundcover in the undisturbed sections of the lot is comprised of mature leaf litter from the hardwood and evergreen forest that currently exists on it, plus a sparse shrub layer. A minimum distance of 150' of undisturbed woods shall be maintained, from the abutting down gradient property line to the proposed riprap detention swale, where captured runoff shall be detained prior to overflowing down a slope to a flat section of woods and a bordering vegetated wetland which abuts and extends onto the abutting property. Of the total lot area (17.5± acres), approximately 15.1 acres of the parcel shall remain wooded and undisturbed. The pre-development drainage area has been delineated as shown on Sheet 1 of the plan set. The perimeter of this drainage area shall match the perimeter of the three drainage areas shown on Sheet 4. This shall allow for a comparison of the impacts of the proposed house site and driveway to the abutting property. Drainage Area 1, of the post-development conditions, shall continue to drain toward the abutting property. Runoff from Drainage Areas 2 and 3 shall drain onto the land of the project owner, which shall be capable to absorbing this additional runoff due to its large land area. (See attached sketch "Drainage Area Discharge Directions") The two receiving areas on this lot both contain existing, relatively large bordering vegetated wetlands. The wetland ultimately receiving runoff from Drainage Area 2 is approximately 1.3 acres and the wetland receiving flow from Drainage Area 3 is approximately 1 acre. Neither wetland will receive untreated discharge from these two drainage areas. The total proposed area of disturbance on this lot, due to construction of the house, driveway, and associated grading, shall total 2.31 acres. Within this area, 15,262 SF shall be considered impervious cover (4,212 SF for the house and 11,051 SF for the proposed driveway). Of the total impervious area (15,262 SF), only 300 SF of the proposed driveway shall drain directly toward the abutting property. The remaining impervious area (14,962 SF) shall be diverted into the proposed drainage system and/or the heavily wooded land of the property owner. To comply with the groundwater recharge requirements, the roof runoff shall be captured and piped into two separate leaching systems, utilizing Storm Tech leaching chambers (SC-740 units). The four leaching chamber systems shall store greater than the required minimum recharge volume, based on a calculation of the required recharge volume for the various drainage class soils on this site. The soils at this site have been identified as all four drainage class soils, however, sufficient infiltration into the ground of this captured runoff can be accomplished near the house site, as opposed to trying to recharge smaller volumes in less pervious areas of the site. However, the size of the chamber systems will provide sufficient storage volume and drawdown time to compensate for the entire project area, as will be shown in the Recharge Calculations shown later in this submittal. James A. Gracia, PE 99 Glendale Street, Easthampton, MA 01027 Northampton Stormwater Management Compliance 1087 Westhampton Road September 27, 2020 Page 2of4 A majority of the site runoff along the driveway shall be directed away from the abutter's property by super-elevating the driveway into proposed riprap drainage swales along the driveway, then discharging into a riprap settling basin before overflowing onto an undisturbed section of the lot on the westerly side of the proposed driveway. The actual discharge area falls within the Buffer Zone of an isolated bordering vegetated wetland on the subject property. This wetland is large enough to accept this flow without any adverse impacts to the wetland and is completely contained within the subject property. The flow will be pre-treated, by virtue of the riprap swale along the driveway, plus the settling pool at the end of the swale. The stormwater discharge and resulting runoff shall be isolated from the abutting property by the proposed driveway. It should be noted that the Northampton Conservation Commission has already approved work within the Buffer Zone associated with this proposed driveway and drainage system. The drainage system outside of the Buffer Zone and the proposed house site have been designed to comply with the Northampton Stormwater Management Ordinance. Summary of Peak Runoff to Abutting Property (Drainage Area 1) Pre-developed Post-developed Peak Discharge Peak Discharge Storm Event to Abutter to Abutter Differential Property Line Property Line 1 Year 0.48 cfs 0.00 cfs -0.48 cfs 2 Year 0.90 cfs 0.12 cfs -0.78 cfs 10 Year 2.25 cfs 0.86 cfs -1.39 cfs 100 Year 6.08 cfs 2.94 cfs -3.14 cfs Summary of Peak Runoff to Subject Property (Drainage Areas 2 and 3) Pre-developed Post-developed Post-developed Combined Storm Peak Discharge Peak Discharge Peak Discharge Discharge to Event to Subject to Subject Property to Subject Property Subject Property DA2 DA3 Property 1 Year 0.26 cfs 0.43 cfs 0.05 cfs 0.48 cfs 2 Year 0.44 cfs 0.66 cfs 0.26 cfs 0.92 cfs 10 Year 0.97 cfs 1.57 cfs 1.04 cfs 2.61 cfs 100 Year 2.38 cfs 3.46 cfs 2.46 cfs 5.92 cfs Although the post development runoff is increased to the subject property, the increase can be absorbed by the two large wetland areas and their associated Buffer Zones. James A. Gracia, PE 99 Glendale Street, Easthampton, .MA 01027 Northampton Stormwater Management Compliance 1087 Westhampton Road September 27, 2020 Page 3of4 STORMWATER RECHARGE CALCULATIONS Impervious coverage on this site consists of a driveway and the house roof area. The impervious area consists over four different drainage class soil types, as shown on the sketch entitled "Post- Development Areas by Soil Type". The soil type boundaries were generated from a USDA website "Custom Soil Resource Report Map", included in the Appendix to this submittal. The following areas were calculated based on said map. Impervious Areas over A Soils = 2,603 SF (Driveway) Impervious Areas over B Soils = 1,928 SF (Driveway) Impervious Areas over C Soils= 8,071 SF (House and Driveway) Impervious Areas over D Soils = 2,660 SF (Driveway) Total Impervious Area for this site = 15,262 SF Recharge Volume for A Soils: 0.60 inches -=-12 inches/foot= 0.050 feet x 2,603 SF = 130 CF Recharge Volume for B Soils: 0.35 inches -=-12 inches/foot= 0.029 feet x 1,928 SF= 56 CF Recharge Volume for C Soils: 0.25 inches -=-12 inches/foot= 0.021 feet x 8,071 SF= 168 CF Recharge Volume for D Soils: 0.10 inches -=-12 inches/foot= 0.008 feet x 2,660 SF = 22 CF Total Recharge Volume Required = 376 CF Total Available Storage Volume in Leaching Chamber Systems collecting roof runoff: Single Chamber= 45.9 CF Chamber Storage+ 75.6 CF Stone Storage= 121.5 CF/Chamber 4 Single Chamber Systems: 121.5 CF x 4 = 486 CF Total Storage Provided in Chambers Draw down: Storage Recharge Volume Required= 376 CF Infiltration Rate for "C" soils= 0.27 In/Hr= 0.0225 Ft/Hr (per Table 2.3.3. 1982 Rawls Rates) Bottom Area of a chamber systems: 9.25' x 10.74' = 99.3 SF/system Total Bottom Area of 4 Chamber Systems= 99.3 SF x 4 = 397.2 SF Drawdown Time= 486 CF-:-(0.0225 Ft/Hr x 397.2 SF)]= 54.4 Hours< 72 Hours In addition to the leaching chamber systems, which shall capture all of the roof drainage, a riprap detention swale shall be installed to collect overland runoff prior to it flowing downgradient toward the abutting property. This riprap lined swale shall be 20' wide by 80' long x 3' deep. This swale shall collect and store overland flow, but shall recharge a volume of stormwater in addition to the leaching chambers previously evaluated. Since this swale shall be located within a better soil drainage class (B) than the leaching chambers previously evaluated, it shall reduce the runoff volume and flow rate toward the abutting property line. With a bottom area of 1600 SF and a higher infiltration rate than the "C" soils under the leaching chambers, this swale shall provide an additional recharge volume of2,208 CF of raw storage plus 937 CF of storage within the riprap voids, prior to overflow. It shall also drawdown in less same time than the leaching chambers (23 Hrs vs. 54 Hrs.). fames A. Gracia, PE 99 Glendale Street, Easthampton, .MA 01027 Northampton Stormwater Management Compliance 1087 Westhampton Road September 27, 2020 Page 4of4 Erosion and Sediment Control and Project Construction Sequencing: Prior the start of any construction, the limits of work shall be accurate I y delineated in the field to define the removal of existing trees and brush. All substantial trees shall be removed from the site after harvesting. Branches and brush shall be chipped and either trucked off site or the chips stockpiled in the upland areas near the house site. No chips to be blown into the Buffer Zones or wetlands. Immediately after the clearing work has been completed, the erosion control barriers/silt fence shall be installed. Once the silt fences have been installed and inspected by the appropriate City of Northampton department(s), excavation shall begin on the site. To prevent tracking of sediment off site, a stone tracking pad shall be installed where the proposed driveway meets Westhampton Road (Rte 66). The pad to extend the full width of the proposed disturbance and a minimum of 100' into the site. Stumps being removed to be trucked off site. No permanent stump disposal shall occur on site. Due to the limited amount of space in the initial section of driveway corridor, excavated materials, removed to meet the subgrade of the proposed driveway, shall be stockpiled off site, until space becomes available near the proposed house site. Any temporary stockpile of excess soil must be located such that it is protected from erosion beyond the approved disturbance limits of the project. During completion of the driveway corridor, care shall be taken to ensure that all erosion control barriers remain in effective operating condition. Regular inspection of the barriers shall be done and any barriers in need of repair shall be done before excavation continues. All disturbed slopes created during construction of the proposed driveway shall be loamed and seeded as soon as possible to provide a stable vegetative cover on the bare soils. The riprap drainage swales along the driveway shall include riprap check dams at 100' intervals to slow the flow, plus capture additional sediment during construction. The swales, upgradient of the check dams, the riprap settling pool, and the detention swale shall be checked on a regular basis and cleaned of accumulated sediments, as needed, until the site has been adequately stabilized and the erosion potential has been substantially reduced. The removed sediment shall be moved to other portions of the site where erosion is not an issue. The check dams shall be left in place as a permanent part of the driveway drainage system. Summary: As shown above, the key objective of the design of this site was to protect the abutter from the impact of the proposed development of the subject parcel. By virtue of the design of the proposed driveway and its associated drainage system, the storm water impact on the abutter's property has been reduced by a significant amount. As shown on the table above, the peak flow rate discharge at their property line shall be less than 50% of the pre-development runoff. The increased runoff from the proposed house site, diverted away from this abutter, shall be diverted into areas of the existing parcel which shall be capable of accommodating these extra flows, both from a peak flow rate point of view, as well as from a total runoff point of view. The two areas to receive the increased flow contain relatively large areas of wetland and neither proposed receiving areas shall receive direct discharges into the BVW's. The proposed site design shall meet the Northampton Stormwater Management Guidelines, while providing reasonable access to the buildable area of this residential lot. James A. Gracia, PE 99 Glendale Street, Easthampton, .MA 01027 1087 Westhampton Road STORMWATER MANAGEMENT: OPERATION AND MAINTENANCE PLAN The storm water Operations and Maintenance Plan for this site is as follows: Maintain all erosion control barriers on the site until all disturbed areas have been fully re-vegetated and all erosion potential has been mitigated. The stone swale along the driveway shall be monitored for sediment build-up and/or woody vegetation growth through the stone. Accumulated sediment should be removed as needed. Woody vegetation should be cut off to prevent root migration throughout the stone swale and under the driveway pavement. Any eroded sections of the landscape should be repaired and restored to a fully vegetated condition as quickly as possible, to prevent additional erosion. The compacted gravel shoulders along the driveway shall be monitored for erosion along the driveway pavement. Any erosion of the shoulders shall be repaired as soon as possible to prevent further damage to the driveway and/or sediment build up in the riprap swales and riprap settling pool. The four leaching systems, which collect roof drainage runoff, should be monitored on a regular basis. Any accumulated sediment and/or leaf litter from the gutters, found in the inlet distribution box, should be cleaned out to prevent clogging of the leaching chamber systems. The grates on each system should be kept exposed and not covered with leaves or woody debris. The driveway drainage system should be maintained in its intended form, in order for the drainage system to work properly. No filling of any portion of the swale should be done, either with soil or yard wastes. The continued proper operation of this swale and settling pool is imperative to the function of the driveway drainage system. James A. Gracia, PE 99 Glendale Street, Easthampton, .MA 01027 PRE-DEVELOPMENT DRAINAGE CALCULATIONS Computed on HydroCad 10.00 James A. Gracia, PE 99 Glendale Street, Easthampton, .MA 01027 18 ---f> 1R Pre-development Drainage Area 1 Abutter Property Line 28 --f> 2R Pre-Development Drainage Area 2 SBg~ Buffer Zone Routing Diagram for Lot 4 Pre-Development Prepared by James A. Gracia, PE, Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC 25,810 SF' SOIL TYPE 306C DRAINAGE CLASS "C" "' ' \ \ SOIL TYPE BOUNDARY (TYPICAL) 24,842 SF' SOIL TYPE 4068 DRAINAGE CLASS "8" / 24,065SF' OIL TYPE 31A DR. CL "D" SOIL TYPES OBTAINED FROM USDA SOIL RESOURCE REPORT I I I LOT 4 PRE-DEVELOPMENT DRAINAGE AREAS BY SOIL TYPE SCALE: 1 " = 100' PRE-DEV DRAINAGE AREA 1 7 4,887 SF TOTAL / 5,076 SF' SOIL TYPE 2548 --/ Lot 4 Pre-Development Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 2 Area (acres) 0.152 0.385 1.169 0.557 Area Listing (all nodes) CN Description (subcatchment-numbers) 36 Woods, Fair, HSG A (1S) 60 Woods, Fair, HSG B (1 S) 73 Woods, Fair, HSG C (1S, 2S) 79 Woods, Fair, HSG D (1S) Lot 4 Pre-Development Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.152 HSGA 1S 0.385 HSG B 1S 1.169 HSGC 1S, 2S 0.557 HSG D 1S 0.000 Other Lot 4 Pre-Development Prepared by James A. Gracia, PE Type Ill 24-hr 100-yr Rainfal/=7.62" Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Events for Reach 1 R: Abutter Property Line Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.48 0.48 0.00 0 2-yr 0.90 0.90 0.00 0 10-yr 2.25 2.25 0.00 0 100-yr 6.08 6.08 0.00 0 Lot 4 Pre-Development Prepared by James A. Gracia, PE Type Ill 24-hr 100-yr Rainfal/=7.62" Printed 9/27/2020 HydroCAD® 1Q.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Events for Reach 2R: Buffer Zone Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.26 0.26 0.00 0 2-yr 0.44 0.44 0.00 0 10-yr 0.97 0.97 0.00 0 100-yr 2.38 2.38 0.00 0 Lot 4 Pre-Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 15: Pre-development Drainage Area 1 Runoff = 0.48 cfs@ 12.27 hrs, Volume= 0.055 af, Depth> 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 1-yr Rainfall=2.53" Area (sf) CN Description 2,510 36 Woods, Fair, HSG A 4,110 36 Woods, Fair, HSG A 24,243 79 Woods, Fair, HSG D 16,765 60 Woods, Fair, HSG B 27,391 73 Woods, Fair, HSG C 75,019 69 Weighted Average 75,019 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 100 0.1400 0.17 2.2 1.1 1.9 175 0.0700 140 0.1800 100 0.0300 15.3 515 Total 1.32 2.12 0.87 Sheet Flow, Pre-DEv Drainage Area 1 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev DA 1 Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Lot 4 Pre-Development Type Ill 24-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 25: Pre-Development Drainage Area 2 Runoff = 0.26 cfs @ 12.18 hrs, Volume= 0.024 af, Depth> 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 1-yr Rainfall=2.53" Area (sf) CN Description 23,522 73 Woods, Fair, HSG C 23,522 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)_ (feet) (ft/ft) (ft/sec) (cfs) 10.1 100 0.1400 0.17 0.9 80 0.0800 1.41 11.0 180 Total Sheet Flow, Pre-Dev Drainage Area 2 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev Drainage Area 2 Woodland Kv= 5.0 fps Lot 4 Pre-Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 6 Summary for Reach 1 R: Abutter Property Line Inflow Area = 1.722 ac, 0.00% Impervious, Inflow Depth> 0.38" for 1-yr event Inflow = 0.48 cfs@ 12.27 hrs, Volume= 0.055 af Outflow = 0.48 cfs@ 12.27 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Lot 4 Pre-Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Reach 2R: Buffer Zone Inflow Area = 0.540 ac, 0.00% Impervious, Inflow Depth> 0.52" for 1-yr event Inflow = 0.26 cfs @ 12.18 hrs, Volume= 0.024 af Outflow = 0.26 cfs@ 12.18 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Routing by Ster-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Lot 4 Pre-Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 15: Pre-development Drainage Area 1 Runoff = 0.90 cfs @ 12.25 hrs, Volume= 0.090 af, Depth> 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2-yr Rainfall=3.06" Area (sf) CN Description 2,510 36 Woods, Fair, HSG A 4, 110 36 Woods, Fair, HSG A 24,243 79 Woods, Fair, HSG D 16,765 60 Woods, Fair, HSG B 27,391 73 Woods, Fair, HSG C 75,019 69 Weighted Average 75,019 100.00% Pervious Area Tc Length Slope Velocity Capacity {min} {feet} {ft/ft} {ft/sec} {cfs} 10.1 100 0.1400 0.17 2.2 175 0.0700 1.32 1.1 140 0.1800 2.12 1.9 100 0.0300 0.87 15.3 515 Total Description Sheet Flow, Pre-DEv Drainage Area 1 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev DA 1 Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Lot 4 Pre-Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 25: Pre-Development Drainage Area 2 Runoff = 0.44 cfs@ 12.17 hrs, Volume= 0.036 af, Depth> 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2-yr Rainfall=3.06" Area (sf) CN Description 23,522 73 Woods, Fair, HSG C 23,522 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 100 0.1400 0.17 0.9 80 0.0800 1.41 11.0 180 Total Sheet Flow, Pre-Dev Drainage Area 2 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev Drainage Area 2 Woodland Kv= 5.0 fps Lot 4 Pre-Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 10 Summary for Reach 1 R: Abutter Property Line Inflow Area = 1.722 ac, 0.00% Impervious, Inflow Depth> 0.63" for 2-yr event Inflow = 0.90 cfs @ 12.25 hrs, Volume= 0.090 af Outflow = 0.90 cfs @ 12.25 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Lot 4 Pre-Development Type Ill 24-hr 2-yr Rainfall=3.06" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Reach 2R: Buffer Zone Inflow Area= 0.540 ac, 0.00% Impervious, Inflow Depth> 0.81" for 2-yr event Inflow = 0.44 cfs @ 12.17 hrs, Volume= 0.036 af Outflow = 0.44 cfs @ 12.17 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Lot 4 Pre-Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1 S: Pre-development Drainage Area 1 Runoff = 2.25 cfs @ 12.22 hrs, Volume= 0.204 af, Depth> 1.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10-yr Rainfall=4.44" Area (sf) CN Description 2,510 36 Woods, Fair, HSG A 4, 110 36 Woods, Fair, HSG A 24,243 79 Woods, Fair, HSG D 16,765 60 Woods, Fair, HSG B 27,391 73 Woods, Fair, HSG C 75,019 69 Weighted Average 75,019 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (mioL (feet) (ft/ft) (ft/sec) (cfs) 10.1 100 0.1400 0.17 2.2 1.1 1.9 175 0.0700 140 0.1800 100 0.0300 15.3 515 Total 1.32 2.12 0.87 Sheet Flow, Pre-DEv Drainage Area 1 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev DA 1 Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Lot 4 Pre-Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 912712020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 25: Pre-Development Drainage Area 2 Runoff = 0.97 cfs@ 12.16 hrs, Volume= 0.077 af, Depth> 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 10-yr Rainfall=4.44" Area (sf) CN Description 23,522 73 Woods, Fair, HSG C 23,522 100.00% Pervious Area Tc Length Slope Velocity Capacity Description !min)_ (feet) (ft/ft) (ft/sec) (cfs) 10.1 100 0.1400 0.17 0.9 80 0.0800 1.41 11.0 180 Total Sheet Flow, Pre-Dev Drainage Area 2 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev Drainage Area 2 Woodland Kv= 5.0 fps Lot 4 Pre-Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 14 Summary for Reach 1 R: Abutter Property Line Inflow Area = 1. 722 ac, 0.00% Impervious, Inflow Depth > 1.42" for 10-yr event Inflow = 2.25 cfs@ 12.22 hrs, Volume= 0.204 af Outflow = 2.25 cfs@ 12.22 hrs, Volume= 0.204 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Lot 4 Pre-Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 15 Summary for Reach 2R: Buffer Zone Inflow Area= 0.540ac, 0.00%1mpervious, Inflow Depth> 1.70" for 10-yrevent Inflow = 0.97 cfs@ 12.16 hrs, Volume= 0.077 af Outflow = 0.97 cfs@ 12.16 hrs, Volume= 0.077 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Lot 4 Pre-Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 15: Pre-development Drainage Area 1 Runoff = 6.08 cfs@ 12.21 hrs, Volume= 0.536 af, Depth> 3.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100-yr Rainfall=7.62" Ar~a (sf) CN Description 2,510 36 Woods, Fair, HSG A 4,110 36 Woods, Fair, HSG A 24,243 79 Woods, Fair, HSG D 16,765 60 Woods, Fair, HSG B 27,391 73 Woods, Fair, HSG C 75,019 69 Weighted Average 75,019 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)_ J_ft/ft} _(ft/sec) (cfs) 10.1 100 0.1400 0.17 2.2 1.1 1.9 175 0.0700 140 0.1800 100 0.0300 15.3 515 Total 1.32 2.12 0.87 Sheet Flow, Pre-DEv Drainage Area 1 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev DA 1 Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Shallow Concentrated Flow, Pre-Dev Woodland Kv= 5.0 fps Lot 4 Pre-Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 25: Pre-Development Drainage Area 2 Runoff = 2.38 cfs@ 12.16 hrs, Volume= 0.188 af, Depth> 4.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100-yr Rainfall=7.62" Area (sf) CN Description 23,522 73 Woods, Fair, HSG C 23,522 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.1 100 0.1400 0.17 0.9 80 0.0800 1.41 11.0 180 Total Sheet Flow, Pre-Dev Drainage Area 2 Woods: Light underbrush n= 0.400 P2= 3.07" Shallow Concentrated Flow, Pre-Dev Drainage Area 2 Woodland Kv= 5.0 fps Lot 4 Pre-Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Reach 1 R: Abutter Property Line Inflow Area= 1.722 ac, 0.00% Impervious, Inflow Depth> 3.74" for 100-yr event Inflow = 6.08 cfs@ 12.21 hrs, Volume= 0.536 af Outflow = 6.08 cfs@ 12.21 hrs, Volume= 0.536 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Lot 4 Pre-Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 912712020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 19 Summary for Reach 2R: Buffer Zone Inflow Area= 0.540 ac, 0.00% Impervious, Inflow Depth> 4.18" for 100-yr event Inflow = 2.38 cfs@ 12.16 hrs, Volume= 0.188 af Outflow = 2.38 cfs@ 12.16 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs POST-DEVELOPMENT DRAINAGE CALCULATIONS Computed on HydroCad 10.00 James A. Gracia, PE 99 Glendale Street, Easthampton, .MA 01027 G ~M D>l 1RI Drainage toward abutter PL e New House Site Landscaping RipRap Settling Pool BVW #1 at Abutter Property Line [31J G__--\>M ADS Stormtech Buffer Zone of BVW #2 New House Roof Area Chambers G ~M D>1 3~1 Drainage from Driveway RipRap Settling Pool Buffer Zone of BVW #3 e IR~aehl g ~ Routing Diagram for Lot 4 Post Development Prepared by James A. Gracia, PE, Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC "" POST-DEV DRAINAGE AREA 2 33,26" SF SOIL TYPE 306C DRAINAGE CLASS "C" 10,900 SF SOIL TYPE 306C DR. CL. •c• ' \ \ SOIL TYPE BOUNDARY (TYPICAL) 18,232 SF SOIL TYPE 4069 DRAINAGE CLASS •9• POST-DEV DRAINAGE AREA 1 36,732 SF TOTAL POST-DEV DRAINAGE AREA 31----' 30,608 SF TOTAL SOIL TYPES OBTAINED FROM USDA SOIL RESOURCE REPORT I 3,359 SF SOIL TYPE 25-49 DRAINAGE CLASS •A• LOT 4 POST-DEVELOPMENT DRAINAGE AREAS BY SOIL TYPE SCALE: 1" = 1 oo· / 1,668 SF SOIL TYPE~~49,.A"/ ·~~·7 "' HOUSE COVERAGE = 4212 SF ~ \ \-SOIL TYPE BOUNDARY \ (1YPICAL) PAVEMENT = 3859 SF TOTAL IMPERVIOUS = 8,071 DRAINAGE CLASS "B" PAVEMENT = 1928 SF / / / DRAINAGE CLASS "C" / PAVEMENT = 2660 SF I I I DRAINAGE CLASS "D" I I / DRAINAGE CLASS "A" PAVEMENT = 1689~ / / / / ~ PAVEMENT = 91• SF DRAINAGE CLASS "A" IMPERVIOUS COVERAGE BY DRAINAGE CLASS SCALE: 1" = 100' Lot 4 Post Development Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.112 39 >75% Grass cover, Good, HSG A (4S) 0.016 61 >75% Grass cover, Good, HSG B (4S) 0.753 74 > 75% Grass cover, Good, HSG C (2S, 4S) 0.041 80 > 75% Grass cover, Good, HSG D (4S) 0.037 96 Gravel surface, HSG B (1S) 0.014 49 Pasture/grassland/range, Fair, HSG A (1S) 0.288 69 Pasture/grassland/range, Fair, HSG B (1 S) 0.241 79 Pasture/grassland/range, Fair, HSG C (1S) 0.416 84 Pasture/grassland/range, Fair, HSG D (1 S) 0.203 98 Paved Driveway (2S, 4S) 0.025 50 RipRap Swale & Settling Pool (4S) 0.097 98 Roof (3S) Lot 4 Post Development Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.126 HSGA 1S,4S 0.341 HSG B 1S,4S 0.994 HSGC 1S, 2S, 4S 0.458 HSG D 1S, 4S 0.325 Other 2S,3S,4S Lot 4 Post Development Prepared by James A. Gracia, PE Type Ill 24-hr 100-yr Rainfal/=7.62" Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Events fpr Reach 1 R: BVW #1 at Abutter Property Line Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.00 0.00 0.00 0 2-yr 0.12 0.12 0.00 0 ! 10-yr 0.86 0.86 0.00 0 100-yr 2.94 2.94 0.00 0 Lot 4 Post Development Prepared by James A. Gracia, PE Type Ill 24-hr 100-yr Rainfal/=7.62" Printed 9/27/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Events for Reach 2R: Buffer Zone of BVW #2 Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.43 0.43 0.00 0 2-yr 0.66 0.66 0.00 0 10-yr 1.57 1.57 0.00 0 100-yr 3.46 3.46 0.00 0 Lot 4 Post Development Prepared by James A. Gracia, PE Type Ill 24-hr 100-yr Rainfal/=7.62" Printed 9/27/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Events for Reach 3R: Buffer Zone of BVW #3 Event Inflow Outflow Elevation Storage (cfs) (cfs) (feet) (cubic-feet) 1-yr 0.05 0.05 0.00 0 2-yr 0.26 0.26 0.00 0 10-yr 1.04 1.04 0.00 0 100-yr 2.46 2.46 0.00 0 Lot 4 Post Development Type Ill 24-hr 1-yr Rainfaf/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 4 Summary for Pond 1 P: RipRap Settling Pool Inflow Area= Inflow = Outflow = Primary = 0.996 ac, 0.55 cfs@ 0.00 cfs@ 0.00 cfs@ 0.00% Impervious, Inflow Depth> 0.80" for 1-yr event 12.36 hrs, Volume= 0.067 af 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min 0.00 hrs, Volume= 0.000 af Routing by Ster-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs/ 2 Peak Elev= 339.71'@ 24.00 hrs Surf.Area= O sf Storage= 2,900 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 #2 337.00' 336.00' Elevation Cum.Store (feet) (cubic-feet) 337.00 0 338.00 696 339.00 1,432 340.00 2,208 Elevation Cum.Store (feet) (cubic-feet) 336.00 0 337.00 1,600 338.00 2,072 339.00 2, 190 340.00 2,342 2,208 cf Raw Swale Volume Listed below 937 cf Voids in RipRap Listed below 2,342 cf Overall x 40.0% Voids 3, 145 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 340.00' 80.0' 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 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=336.00' (Free Discharge) 't_1=Broad-Crested Rectangular Weir (Controls 0.00 cfs) Lot 4 Post Development Type 11124-hr 1-yr Rainfa/1=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 5 0.6 0.55 Pond 1 P: RipRap Settling Pool Hydrograph 0.55 cfs 0_51 Inflow Area=0.996 ac 0.45 -Peak El-:_v=339. 71' _ 0.4 Storage-2,900. cf 0 . . 'ti 0.35 -3: 0.3 0 u::: 0.25 0.2 0.15 0.1 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Primary Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 6 Summary for Reach 1 R: BVW #1 at Abutter Property Line Inflow Area= 0.996 ac, 0.00% Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs ~ (,) -~ .2 LL Reach 1 R: BVW #1 at Abutter Property Line Hydrograph 1----~~~~~~~~~~~~~~~~~----. Inflow Area=0.996•ac 0.00 cfs 0 'I' 'I I I I I I I I I I I'' I Ii I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I l I I I I I I I 'I J 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1 S: Drainage toward abutter PL Runoff = 0.55 cfs@ 12.36 hrs, Volume= 0.067 af, Depth> 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 1-yr Rainfall=2.53" Area (sf) CN Description Tc {min} 10.1 0.1 2.8 6.9 0.3 3.8 24.0 1,600 96 Gravel surface, HSG B 10,500 79 Pasture/grassland/range, Fair, HSG C 12,540 69 Pasture/grassland/range, Fair, HSG B 18, 132 84 Pasture/grassland/range, Fair, HSG D 618 49 Pasture/grassland/range, Fair, HSG A 43,390 78 Weighted Average 43,390 100.00% Pervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 100 0.0500 0.16 80 9.83 20 0.0500 0.12 80 0.2300 0.19 20 0.2300 1.20 100 0.0300 0.43 400 Total Description Sheet Flow, Grassed Slope Grass: Dense n= 0.240 P2= 3.06" Lake or Reservoir, Settling Pool Mean Depth= 3.00' Sheet Flow, Discharge from Detention Swale Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Wooded Slope Woods: Light underbrush n= 0.400 P2= 3.06" Shallow Concentrated Flow, Wooded Slope Forest w/Heavy Litter Kv= 2.5 fps Shallow Concentrated Flow, Overland Flow Forest w/Heavy Litter Kv= 2.5 fps Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 8 0.6 0.55 0.5 0.45 -0.4 ~ 0.35 -~ 0.3 0 u::: 0.25 0.2 0.15 0.1 0.05 0 0 Subcatchment 1 S: Drainage toward abutter PL Hydrograph Type Ill 24-h r 1-yr Rainfall=2.53" Runoff Area=43,390 sf Runoff Volume=0.067 af Runoff Depth>0.80" ·Flow Lehgth=400' Tc=24.0min CN:;::78 0.55 cfs 2 4 6 8 10 12 14 16 18 20 22 24 Time {hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 9 Summary for Pond 2P: ADS Stormtech Chambers Inflow Area = 0.097ac,100.00% Impervious, Inflow Depth> 2.30" for 1-yr event Inflow = 0.28 cfs@ 12.02 hrs, Volume= 0.019 af Outflow = 0.03 cfs@ 12.57 hrs, Volume= 0.019 af, Atten= 90%, Lag= 33.0 min Discarded = Primary = 0.03 cfs@ 12.57 hrs, Volume= 0.019 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Ster-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs/ 2 Peak Elev= 353.46' @ 12.57 hrs Surf.Area= 201 sf Storage= 304 cf Plug-Flow detention time= 94.1 min calculated for 0.019 af (100% of inflow) Center-of-Mass det. time= 93.3 min ( 850.5 -757.3 ) Volume Invert #1A 350.00' #2A 350.50' #38 358.00' #48 358.50' #SC 351.00' #6C 351.50' #7D 351.00' #8D 351.50' Avail.Storage Storage Description · 76 cf 6.25'W x 10.74'L x 3.50'H Field A 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field B 235 cf Overall -46 cf Embedded= 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field C 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #5 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field D 235 cf Overall -46 cf Embedded= 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #7 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 486 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group 8 created with Chamber Wizard Storage Group C created with Chamber Wizard Storage Group D created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 354.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #2 Primary 362.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #3 Primary 355.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 10 #4 Primary #5 Discarded Limited to weir flow at low heads 355.00' 2.0" x 2.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (25% open area) Limited to weir flow at low heads 350.00' 1.000 in/hr Exfiltration X 4.00 over Surface area Conductivity to Groundwater Elevation= 345.00' Discarded OutFlow Max=0.03 cfs@ 12.57 hrs HW=353.46' (Free Discharge) Y=Exfiltration (Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=350.00' (Free Discharge) E=Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 11 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field A Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6A5 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers = 188.9 cf Stone x 40.0% Voids = 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 12 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field B Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency = 51. 7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 13 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field C Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency = 51. 7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 14 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field D Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 1-yr Rainfa//=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 15 0.3 0.25 Pond 2P: ADS Stormtech Chambers Hydrograph 0.28 cfs I Inflow Area=0.097 ac Peak Elev=353.46' _ 0.2-1 Storage=304 cf 0 . . ...... CJ -== 0.15 .2 LL 0.1 0.05 0.00 cfs 0 "ii I I I ii I I I ii I I I" I I I ,;;q:;;, I I ii ii;;:, I I I ii,, I ii I I I ii I I I ii I•' 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours} -Inflow -Outflow -Discarded -Primary Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 16 Summary for Reach 2R: Buffer Zone of BVW #2 Inflow Area= 0.764 ac, 18.46% Impervious, Inflow Depth> 0.62" for 1-yr event Inflow = 0.43 cfs@ 12.17 hrs, Volume= 0.039 af Outflow = 0.43 cfs@ 12.17 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Routing by Ster-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 0.45 0.4 0.35 -0.3 J!! ~ 0.25 ~ .2 0.2 LL 0.15 0.1 0.05 0 0 Reach 2R: Buffer Zone of BVW #2 Hydrograph 0.43 cfs I Inflow Area=O. 764 ac 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 1-yr Rainfa//=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: New House Site Landscaping Runoff = 0.43 cfs @ 12.17 hrs, Volume= 0.039 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 1-yr Rainfall=2.53" * Area (sf) CN Description Tc {min} 4.3 0.2 6.4 1,930 98 Paved Driveway 27, 122 74 >75% Grass cover, Good, HSG C 29,052 76 Weighted Average 27, 122 93.36% Pervious Area 1,930 6.64% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 65 0.1800 0.25 12 0.0200 0.88 25 0.0100 0.07 Description Sheet Flow, Vegetated Slope Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Across Driveway Smooth surfaces n= 0.011 P2= 3.06" Sheet Flow, Across Lawn 0.3 40 0.1000 2.21 Grass: Dense n= 0.240 P2= 3.06" Shallow Concentrated Flow, Across yard Short Grass Pasture Kv= 7.0 fps 11.2 0.45 0.4 0.35 -0.3 J? ~ 0.25 3: .E 0.2 LL 0.15 0.1 0.05 0 142 Total 0 Subcatchment 2S: New House Site Landscaping Hydrograph 0.43 cfs Type Ill 24-hr .1-yr Rainfall=2.53" Runoff Area=29,052 sf Runoff Volume=0.039 af Runoff Depth>O. 71" Flow Lerigth=142' Tc=11.2: min CN:;::76 2 4 6 8 1 0 12 14 16 18 20 22 24 Time {hours) f-Runoff) Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Pond 3P: RipRap Settling Pool Inflow Area= 0.484 ac, 32.76% Impervious, Inflow Depth> 0.58" for 1-yr event Inflow = 0.28 cfs @ 12.11 hrs, Volume= 0.023 af Outflow = 0.05 cfs@ 13.36 hrs, Volume= 0.012 af, Atten= 82%, Lag= 75.0 min Primary = 0.05 cfs@ 13.36 hrs, Volume= 0.012 af Routing by Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 320.00'@ 13.36 hrs Surf.Area= O sf Storage= 516 cf Plug-Flow detention time= 282.7 min calculated for 0.012 af (50% of inflow) Center-of-Mass det. time= 142.3 min ( 1,024.6 -882.3) Volume Invert Avail.Storage Storage Description #1 #2 320.00' 317.00' Elevation Cum.Store (feet) (cubic-feet) 317.00 0 318.00 300 319.00 456 320.00 516 385 cf 1 O.OO'W x 30.00'L x 2.00'H Raw Storage in RipRap Swale Z=2.0 -lmpervi 963 cf Overall x 40.0% Voids 516 cf Storage in RipRap Voids Listed below -Impervious 901 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 320.00' 30.0' 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 Primary OutFlow Max=0.01 cfs@ 13.36 hrs HW=320.00' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs@ 0.12 fps) Lot 4 Post Development Type 1/124-hr 1-yr Rainfaf/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 19 0.3 0.25 Pond 3P: RipRap Settling Pool Hydrograph 0.28 cfs I Inflow Area=0.484 ac Pe:ak Elev=320.00' _ 0.2-1 Storage=516 cf ~ CJ -3: 0.15 .2 LL 0.1 0.05 0.05 cfs ~ . . l l . I 01 I I I I I I I I I I I ('I: I I' t I' I I I I I,,, ii I I I I I I I I I I I• I I I I I I I Ii I I I,·, 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Primary Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 20 Summary for Reach 3R: Buffer Zone of BVW #3 Inflow Area= 0.484 ac, 32.76% Impervious, Inflow Depth> 0.29" for 1-yr event Inflow = 0.05 cfs@ 13.36 hrs, Volume= 0.012 af Outflow = 0.05 cfs@ 13.36 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 0.05 0.045 0.04 -0.035 J!? 0.03 (.) -~ 0.025 u. 0.02 0.015 0.01 0.005 0 0 Reach 3R: Buffer Zone of BVW #3 Hydrograph 0.05 cfs Inflow Area=0.:484 ac 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 35: New House Roof Area Runoff = 0.28 cfs@ 12.02 hrs, Volume= 0.019 af, Depth> 2.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 1-yr Rainfall=2.53" * Area (sf) CN Description 4,212 98 Roof 4,212 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feen (ft/ft) (ft/sec) (cfs) 0.1 18 0.5000 3.46 0.3 40 0.0050 2.26 0.23 1.0 75 0.0200 1.20 0.01 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 3.06" Channel Flow, Gutters Area= 0.1 sf Perim= 1.0' r= 0.1 O' n= 0.010 PVC, smooth interior Pipe Channel, Piping to Leach Chamber 6.0" Round w/ 5.5" inside fill Area= 0.0 sf Perim= 0.6' r= 0.01' n= 0.010 1.4 133 Total 0.3 0.25 i 0.2 u -~ 0.15 ..2 LI. 0.1 0.05 Subcatchment 35: New House Roof Area Hydrograph 0.28 cfs . Type Ill 24-h r 1-yr Rainfall=2.53" Runoff Area=4,212 sf Runoff Volume=0.019 af Runoff Depth>2.30" Flow Length=133' Tc=1.4 min ·CN;:98 0 l ·I I I I I I I I I I I I I I I I I I I I I ;;y, I I I I I I I I 17: I I I I I I I I I I I I I I I I I I I I I I 1' 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 45: Drainage from Driveway Runoff = 0.28 cfs @ 12.11 hrs, Volume= 0.023 af, Depth> 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 1-yr Rainfall=2.53" * * Area (sf) CN Description Tc {min} 1.8 3.3 0.1 0.0 1.6 6.8 6,900 98 Paved Driveway 5,665 74 >75% Grass cover, Good, HSG C 708 61 > 75% Grass cover, Good, HSG B 4,877 39 > 75% Grass cover, Good, HSG A 1,806 80 > 75% Grass cover, Good, HSG D 1, 106 50 RipRap Swale & Settling Pool 21,062 73 Weighted Average 14, 162 67.24% Pervious Area 6,900 32.76% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 35 0.4500 0.32 250 0.0850 1.28 3.84 15 0.4000 2.94 11.76 10 8.02 10 0.0500 0.10 320 Total Description Sheet Flow, Vegetated Slope above driveway Grass: Dense n= 0.240 P2= 3.06" Channel Flow, RipRap Swale 3' wide Area= 3.0 sf Perim= 3.6' r= 0.83' n= 0.300 Channel Flow, RipRap Swale 4' wide Area= 4.0 sf Perim= 4.4' r= 0.91' n= 0.300 Lake or Reservoir, Settling Pool Mean Depth= 2.00' Sheet Flow, Overland Flow to Buffer Zone Grass: Dense n= 0.240 P2= 3.06" Lot 4 Post Development Type 11124-hr 1-yr Rainfal/=2.53" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 23 0.3 0.25 -0.2 J!? CJ -3:: 0.15 .2 LL 0.1 0.05 Subcatchment 45: Drainage from Driveway Hydrograph 0.28 cfs Type Ill 24-hr 1-yr Rainfall=2.53" Runoff Area=21,062 sf Runoff Volume=0.023 af Runoff Depth>0.58" Flow Lellgth=320' Tc~6.8 min CN:;::73 01 I I I I I I' I I I I I I I I I I I I I I I I I I I I .I, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I' 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 24 Summary for Pond 1 P: RipRap Settling Pool Inflow Area = 0.996 ac, 0.00% Impervious, Inflow Depth > 1.16" for 2-yr event Inflow = 0.83 cfs@ 12.35 hrs, Volume= 0.097 af Outflow = 0.12 cfs@ 15.48 hrs, Volume= 0.047 af, Atten= 86%, Lag= 187.8 min Primary = 0.12 cfs@ 15.48 hrs, Volume= 0.047 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs I 2 Peak Elev= 340.00'@ 15.48 hrs Surf.Area= 0 sf Storage= 3, 145 cf Plug-Flow detention time= 398.2 min calculated for 0.047 af (48% of inflow) Center-of-Mass det. time= 274.3 min ( 1,139.2-864.9) Volume Invert Avail.Storage Storage Description #1 #2 337.00' 336.00' Elevation Cum.Store (feet) (cubic-feet) 337.00 0 338.00 696 339. 00 1,432 340.00 2,208 Elevation Cum.Store (feet) (cubic-feet) 336.00 0 337.00 1,600 338.00 2,072 339.00 2, 190 340.00 2,342 2,208 cf Raw Swale Volume Listed below 937 cf Voids in RipRap Listed below 2,342 cf Overall x 40.0% Voids 3, 145 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 340.00' 80.0' 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 Primary OutFlow Max=0.03 cfs@ 15.48 hrs HW=340.00' (Free Discharge) L1 =Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.13 fps) Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 25 0.9 0.8 0.7 -0.6 J!? (.) 0.5 -~ 0.4 ..2 LL 0.3 0.2 0.1 0 0 Pond 1 P: RipRap Settling Pool Hydrograph 0.83 cfs l Inflow Area=0.996 ac Pe:ak Elev=340.00' Storage=3, 145 cf 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Primary Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 26 Summary for Reach 1 R: BVW #1 at Abutter Property Line Inflow Area= 0.996 ac, 0.00% Impervious, Inflow Depth > 0.56" for 2-yr event Inflow = 0.12 cfs@ 15.48 hrs, Volume= 0.047 af Outflow = 0.12 cfs@ 15.48 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Reach 1 R: BVW #1 at Abutter Property Line Hydrograph 0.131 ID.12cfs I I ~: :~. Inflow Area=0.996 ;1c ~ 0.1 0.09 u; 0.08 .... ~ 0.07 ~ 0.06 LL 0.05 0.04 0.03 0.02 0.01 0 I I l• I I I I I I I I I I I I I I I I I I,, I I I I I I I I I' I I I I I I I I I I I I I I I I I I I I I I I' I I I I I 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time {hours) -Inflow -Outflow Lot 4 Post Development Type Ill 24-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 15: Drainage toward abutter PL Runoff = 0.83 cfs@ 12.35 hrs, Volume= 0.097 af, Depth> 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 2-yr Rainfall=3.06" Area (sf)_ C_N Description Tc {min} 10.1 0.1 2.8 6.9 0.3 3.8 24.0 1,600 96 Gravel surface, HSG B 10,500 79 Pasture/grassland/range, Fair, HSG C 12,540 69 Pasture/grassland/range, Fair, HSG B 18, 132 84 Pasture/grassland/range, Fair, HSG D 618 49 Pasture/grassland/range, Fair, HSG A 43,390 78 Weighted Average 43,390 100.00% Pervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 100 0.0500 0.16 80 9.83 20 0.0500 0.12 80 0.2300 0.19 20 0.2300 1.20 100 0.0300 0.43 400 Total Description Sheet Flow, Grassed Slope Grass: Dense n= 0.240 P2= 3.06" Lake or Reservoir, Settling Pool Mean Depth= 3.00' Sheet Flow, Discharge from Detention Swale Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Wooded Slope Woods: Light underbrush n= 0.400 P2= 3.06" Shallow Concentrated Flow, Wooded Slope Forest w/Heavy Litter Kv= 2.5 fps Shallow Concentrated Flow, Overland Flow Forest w/Heavy Litter Kv= 2.5 fps Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 28 -J!? CJ - == .2 u. 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 Subcatchment 15: Drainage toward abutter PL Hydrograph Type Ill 24-h r 2-yr Rainfall=3.06" Runoff Area=43,390 sf Runoff Volume=0.097 af ··Runoff Depth>1.16" Flow Length=400' Tc=::24.0 min CN;::78 0.83 cfs 0 ,,, ,,,,,,,,,, ,,,,, 11111:11F'fi11111 ,,,,,,,,,, ,,,,, ,,,,,,,,,, •• ; 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) IH.: Runoff~ Lot 4 Post Development Type Ill 24-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 29 Summary for Pond 2P: ADS Stormtech Chambers Inflow Area= 0.097ac,100.00% Impervious, Inflow Depth> 2.83" for 2-yr event Inflow = 0.34 cfs@ 12.02 hrs, Volume= 0.023 af Outflow = 0.10 cfs@ 12.27 hrs, Volume= 0.023 af, Atten= 69%, Lag= 14.8 min Discarded = Primary = 0.03 cfs@ 12.26 hrs, Volume= 0.022 af 0.07 cfs@ 12.27 hrs, Volume= 0.001 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs/ 2 Peak Elev= 354.05'@ 12.26 hrs Surf.Area= 201 sf Storage= 340 cf Plug-Flow detention time= 97.2 min calculated for 0.023 af (100% of inflow) Center-of-Mass det. time= 96.7 min ( 849.7 -753.0) Volume Invert #1A 350.00' #2A 350.50' #38 358.00' #48 358.50' #SC 351.00' #6C 351.50' #7D 351.00' #8D 351.50' Avail.Storage Storage Description 76 cf 6.25'W x 10.74'L x 3.50'H Field A 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field B 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field C 235 cf Overall -46 cf Embedded= 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #5 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10. 7 4'L x 3.50'H Field D 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #7 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 486 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group 8 created with Chamber Wizard Storage Group C created with Chamber Wizard Storage Group D created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 354.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #2 Primary 362.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #3 Primary 355.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 30 #4 Primary #5 Discarded Limited to weir flow at low heads 355.00' 2.0" x 2.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (25% open area) Limited to weir flow at low heads 350.00' 1.000 in/hr Exfiltration X 4.00 over Surface area Conductivity to Groundwater Elevation = 345.00' Discarded OutFlow Max=0.03 cfs@ 12.26 hrs HW=354.05' (Free Discharge) "Ls=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=0.09 cfs@ 12.27 hrs HW=354.05' (Free Discharge) e=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.06 fps) =Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) Lot 4 Post Development Type Ill 24-hr 2-yr Rainfal/=3. 06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 31 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field A Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage + Stone Storage = 121.5 cf = 0.003 af Overall Storage Efficiency = 51. 7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 2-yr Rainfa/1=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 32 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field B Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf · Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency = 51. 7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 33 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field C Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf = 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type Ill 24-hr 2-yr Rainfal/=3. 06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 34 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field D Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency = 51. 7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 35 i 0.35 0.3 Pond 2P: ADS Stormtech Chambers Hydrograph 0.34 cfs 1 Inflow Area=0.097 ac Peak E:lev=354.05' 0.25-I Storage=340 cf: ~ 0.2 ~ u: 0.15 0.10 cfs rw zzm -mm 0.1 0.07 cfs 0.05 . . ~ . d I ' ,' ' ,' \ ,' 0 11111111111:1111::11111: :::z;;,111111IAl!il!it;::::1 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow -Discarded -Primary Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 36 Summary for Reach 2R: Buffer Zone of BVW #2 Inflow Area = 0.764 ac, 18.46% Impervious, Inflow Depth> 0.94" for 2-yr event Inflow = 0.66 cfs@ 12.17 hrs, Volume= 0.060 af Outflow = 0.66 cfs@ 12.17 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs -J!? (..) - 31: .2 LL 0.7 0.6 0.5 0.4 0.3 0.2 0.1 Reach 2R: Buffer Zone of BVW #2 Hydrograph 0.66 cfs I Inflow Area=O. 764 ac ' ' ' I ~ . ,t{.. . . I 0 I I I I I I I I I I I I I I Ii I I I'' I I' I,, I I I I I' I I I I I I I I I I I' I I I I I I' I I I' I 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 2-yr Rainfa/1=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 2S: New House Site Landscaping Runoff = 0.66 cfs@ 12.17 hrs, Volume= 0.059 af, Depth> 1.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 2-yr Rainfall=3.06" * Area (sf) CN Description Tc {min} 4.3 0.2 6.4 0.3 11.2 -~ (.) -~ 0 Li: 1,930 98 Paved Driveway 27, 122 74 >75% Grass cover, Good, HSG C 29,052 76 Weighted Average 27, 122 93.36% Pervious Area 1,930 6.64% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 65 0.1800 0.25 12 0.0200 0.88 25 0.0100 0.07 Description Sheet Flow, Vegetated Slope Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Across Driveway Smooth surfaces n= 0.011 P2= 3.06" Sheet Flow, Across Lawn 40 0.1000 2.21 Grass: Dense n= 0.240 P2= 3.06" Shallow Concentrated Flow, Across yard Short Grass Pasture Kv= 7.0 fps 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 142 Total 0 Subcatchment 2S: New House Site Landscaping Hydrograph 0.66 cfs Type Ill 24-hr 2-yr Rainfall=3.06" Runoff Area=29,052 sf Runoff Volume=0.059 af Runoff Depth>1.05" Flow Length=142' Tc=11.2:min CN:;::76 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) r:. Runoff) Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 38 Summary for Pond 3P: RipRap Settling Pool Inflow Area = 0.484 ac, 32.76% lmpeNious, Inflow Depth> 0.89" for 2-yr event Inflow = 0.46 cfs @ 12.11 hrs, Volume= 0.036 af Outflow = 0.26 cfs@ 12.35 hrs, Volume= 0.024 af, Atten= 42%, Lag= 14.3 min Primary = 0.26 cfs@ 12.35 hrs, Volume= 0.024 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 320.02'@ 12.34 hrs Surf.Area= 0 sf Storage= 518 cf Plug-Flow detention time= 180.7 min calculated for 0.024 af (67% of inflow) Center-of-Mass det. time= 70.6 min ( 938.7 -868.1 ) Volume Invert Avail.Storage Storage Description #1 320.00' #2 317.00' Elevation Cum.Store (feet) (cubic-feet) 317.00 0 318.00 300 319.00 456 320.00 516 385 cf 10.00'W x 30.00'L x 2.00'H Raw Storage in RipRap Swale Z=2.0-lmpeNi 963 cf Overall x 40.0% Voids 516 cf Storage in RipRap Voids Listed below -lmpeNious 901 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 320.00' 30.0' 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 Primary OutFlow Max=0.13 cfs@ 12.35 hrs HW=320.01' (Free Discharge) L1 =Broad-Crested Rectangular Weir (Weir Controls 0.13 cfs @ 0.28 fps) Lot 4 Post Development Type Ill 24-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 39 0.5 0.45 0.4 0.35 -J!! 0.3 (,) -3: 0.25 ..2 0.2 LL 0.15 0.1 0.05 0 0 Pond 3P: RipRap Settling Pool Hydrograph 0.46 cfs I Inflow Area=0.484 ac Peak Elev=::320.02' Storage=518 cf 0.26 cfs 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours} -Inflow -Primary Lot 4 Post Development Type Ill 24-hr 2-yr Rainfal/=3. 06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 40 Summary for Reach 3R: Buffer Zone of BVW #3 Inflow Area= 0.484 ac, 32.76% Impervious, Inflow Depth> 0.60" for 2-yr event Inflow = 0.26 cfs@ 12.35 hrs, Volume= 0.024 af Outflow = 0.26 cfs@ 12.35 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Routing by Ster-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs ~ CJ Reach 3R: Buffer Zone of BVW #3 Hydrograph 0.26 cfs ' 0.25-f Inflow Area=0.484 ac 0.2 ; 0.15 .2 u. 0.1 0.05 0 ' • I I I I I I I I I I I I I I I I I I (:I I I I I' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I' I I I I I 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours} -Inflow -Outflow Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 35: New House Roof Area Runoff = 0.34 cfs@ 12.02 hrs, Volume= 0.023 af, Depth> 2.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 2-yr Rainfall=3.06" * Area (sf) CN Description 4,212 98 Roof 4,212 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 18 0.5000 3.46 0.3 40 0.0050 2.26 0.23 1.0 75 0.0200 1.20 0.01 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 3.06" Channel Flow, Gutters Area= 0.1 sf Perim= 1.0' r= 0.1 O' n= 0.010 PVC, smooth interior Pipe Channel, Piping to Leach Chamber 6.0" Round w/ 5.5" inside fill Area= 0.0 sf Perim= 0.6' r= 0.01' n= 0.010 1.4 133 Total 0.35 0.3 0.25 -J!! CJ 0.2 -3: 0 u::: 0.15 0.1 0.05 Subcatchment 35: New House Roof Area Hydrograph 0.34 cfs Type Ill 24-hr 2-yr Rainfall=3.06" Runoff Area=4,212 sf Runoff Volume=0.023 af Runoff Depth>2.83" Flow Length=133' Tc::;1.4 min CN=98 Ql,, ::;:111111 itjt: ::111:-;;;;:.1,~::1:: ::::! llllllllll llJ 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type Ill 24-hr 2-yr Rainfa//=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 45: Drainage from Driveway Runoff = 0.46 cfs @ 12.11 hrs, Volume= 0.036 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 2-yr Rainfall=3.06" * * Area (sf) CN Description Tc {min} 1.8 3.3 0.1 0.0 1.6 6.8 6,900 98 Paved Driveway 5,665 74 >75% Grass cover, Good, HSG C 708 61 > 75% Grass cover, Good, HSG B 4,877 39 >75% Grass cover, Good, HSG A 1,806 80 > 75% Grass cover, Good, HSG D 1, 106 50 RipRap Swale & Settling Pool 21,062 73 Weighted Average 14, 162 67.24% Pervious Area 6,900 32.76% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 35 0.4500 0.32 250 0.0850 1.28 3.84 15 0.4000 2.94 11.76 10 8.02 10 0.0500 0.10 320 Total Description Sheet Flow, Vegetated Slope above driveway Grass: Dense n= 0.240 P2= 3.06" Channel Flow, RipRap Swale 3' wide Area= 3.0 sf Perim= 3.6' r= 0.83' n= 0.300 Channel Flow, RipRap Swale 4' wide Area= 4.0 sf Perim= 4.4' r= 0.91' n= 0.300 Lake or Reservoir, Settling Pool Mean Depth= 2.00' Sheet Flow, Overland Flow to Buffer Zone Grass: Dense n= 0.240 P2= 3.06" Lot 4 Post Development Type 11124-hr 2-yr Rainfal/=3.06" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 43 0.5 0.45 0.4 0.35 ~ 0.3 -;: 0.25 0 u::: 0.2 0.15 0.1 0.05 Subcatchment 45: Drainage from Driveway Hydrograph 0.46 cfs ··Type Ill 24-h r 2-yr Rainfall=3.06" Runoff Area=21,062 sf Ru~off Volume=0.036 af Runoff Depth>0.89" Flow Length=320' Tc=6.8 min .. CN;:73 0 ~I I I I I I I I I I I I I I I I I I I I I I I I I I I J 'I I I.:::+:. I I I I I I I I I I I I I I I I rl 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours} r=Runoff~ Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 44 Summary for Pond 1 P: RipRap Settling Pool Inflow Area= 0.996 ac, 0.00% Impervious, Inflow Depth> 2.23" for 10-yr event Inflow = 1.63 cfs @ 12.34 hrs, Volume= 0.185 af Outflow = 0.86 cfs@ 12.53 hrs, Volume= 0.011 af, Atten= 47%, Lag= 11.4 min Primary = 0.86 cfs@ 12.53 hrs, Volume= 0.011 af Routing by Ster-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs I 2 Peak Elev= 340.02'@ 12.52 hrs Surf.Area= O sf Storage= 3, 145 cf Plug-Flow detention time= 99.5 min calculated for 0.011 af (6% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 #2 337.00' 336.00' Elevation Cum.Store (feet) (cubic-feet) 337.00 0 338.00 696 339.00 1,432 340.00 2,208 Elevation Cum.Store (feet) (cubic-feet) 336.00 0 337.00 1,600 338.00 2,072 339.00 2, 190 340.00 2,342 2,208 cf Raw Swale Volume Listed below 937 cf Voids in RipRap Listed below 2,342 cf Overall x 40.0% Voids 3, 145 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 340.00' 80.0' 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 Primary OutFlow Max=0.54 cfs@ 12.53 hrs HW=340.02' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.54 cfs@ 0.33 fps) Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 45 ~ 1 -~ u.. Pond 1 P: RipRap Settling Pool Hydrograph 1.63 cfs Inflow Area=0~996 ac Peak Elev:;:340.02' Storage=3r, 145 cf 0.86 cfs ' : . ~ l' ·1 Os 111I1111I::1sI•111 f Ji is Jf:: I: t 11fs111I11s1I1111Is:1 »I 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Primary Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 46 Summary for Reach 1 R: BVW #1 at Abutter Property Line Inflow Area= 0.996 ac, 0.00% Impervious, Inflow Depth= 0.14" for 10-yr event Inflow = 0.86 cfs @ 12.53 hrs, Volume= 0.011 af Outflow = 0.86 cfs@ 12.53 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 0.9 0.8 0.7 -0.6 ~ CJ -0.5 :: ..2 0.4 ~ 0.3 0.2 0.1 0 0 Reach 1 R: BVW #1 at Abutter Property Line Hydrograph 0.86 cfs Inflow Area=0.996 ac 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment 15: Drainage toward abutter PL Runoff = 1.63 cfs@ 12.34 hrs, Volume= 0.185 af, Depth> 2.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 10-yr Rainfall=4.44" Area (sf) CN Description Tc {min} 10.1 0.1 2.8 6.9 0.3 3.8 24.0 1,600 96 Gravel surface, HSG B 10,500 79 Pasture/grassland/range, Fair, HSG C 12,540 69 Pasture/grassland/range, Fair, HSG B 18, 132 84 Pasture/grassland/range, Fair, HSG D 618 49 Pasture/grassland/range, Fair, HSG A 43,390 78 Weighted Average 43,390 100.00% Pervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 100 0.0500 0.16 80 9.83 20 0.0500 0.12 80 0.2300 0.19 20 0.2300 1.20 100 0.0300 0.43 400 Total Description Sheet Flow, Grassed Slope Grass: Dense n= 0.240 P2= 3.06" Lake or Reservoir, Settling Pool Mean Depth= 3.00' Sheet Flow, Discharge from Detention Swale Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Wooded Slope Woods: Light underbrush n= 0.400 P2= 3.06" Shallow Concentrated Flow, Wooded Slope Forest w/Heavy Litter Kv= 2.5 fps Shallow Concentrated Flow, Overland Flow Forest w/Heavy Litter Kv= 2.5 fps Lot 4 Post Development Type 11124-hr 10-yr Rainfa//=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 48 i C.) - == .2 u. 1 Subcatchment 15: Drainage toward abutter PL Hydrograph 1.63 cfs Type Ill 24-hr 10-yr Rainfall=4.44" Runoff Area=43,390 sf Runoff Volume=0.185 af Runoff Depth>2.23" Flow Length=400' Tc=24.0 min CN=78 0 'ii""' iili ii ilii iijii .~ilii iijii iii ii ii Iii .... ii ...... 1 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) !--Runoff- Lot 4 Post Development Type 11124-hr 10-yr Rainfa/1=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 49 Summary for Pond 2P: ADS Stormtech Chambers Inflow Area = 0.097ac,100.00% Impervious, Inflow Depth> 4.20" for 10-yr event Inflow = 0.49 cfs@ 12.02 hrs, Volume= 0.034 af Outflow = 0.33 cfs@ 12.04 hrs, Volume= 0.034 af, Atten= 34%, Lag= 1.1 min Discarded = Primary = 0.03 cfs@ 12.04 hrs, Volume= 0.027 af 0.29 cfs@ 12.04 hrs, Volume= 0.007 af Routing by Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs/ 2 Peak Elev= 354.49' @ 12.04 hrs Surf.Area= 201 sf Storage= 364 cf Plug-Flow detention time= 89.7 min calculated for 0.034 af (99% of inflow) Center-of-Mass det. time= 85.2 min ( 830.9 -745.7) Volume Invert #1A 350.00' #2A 350.50' #38 358.00' #48 358.50' #SC 351.00' #6C 351.50' #7D 351.00' #8D 351.50' Avail.Storage Storage Description 76 cf 6.25'W x 10.74'L x 3.50'H Field A 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10. 7 4'L x 3.50'H Field B 235 cf Overall -46 cf Embedded= 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field C 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #5 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field D 235 cf Overall -46 cf Embedded= 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #7 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 486 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group 8 created with Chamber Wizard Storage Group C created with Chamber Wizard Storage Group D created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 354.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #2 Primary 362.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #3 Primary 355.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 50 #4 Primary #5 Discarded Limited to weir flow at low heads 355.00' 2.0" x 2.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (25% open area) Limited to weir flow at low heads 350.00' 1.000 in/hr Exfiltration X 4.00 over Surface area Conductivity to Groundwater Elevation= 345.00' Discarded OutFlow Max=0.03 cfs@ 12.04 hrs HW=354.49' (Free Discharge) Y=Exfiltration ( Controls 0.03 cfs) Primary OutFlow Max=0.29 cfs@ 12.04 hrs HW=354.49' (Free Discharge) B=Orifice/Grate (Orifice Controls 0.29 cfs @ 3.38 fps) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate (Controls 0.00 cfs) Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 51 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field A Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1Chambers/Rowx7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 10-yr Rainfaf/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 52 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field B Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1Chambers/Rowx7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 53 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field C Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1Chambers/Rowx7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage + Stone Storage = 121.5 cf = 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 54 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field D Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 55 0.5 0.45 0.4 -0.35 J! ~ 0.3 ~ 0.25 u::: 0.2 0.15 0.1 Pond 2P: ADS Stormtech Chambers Hydrograph 0.49 cfs ' Inflow Area=0.097 ac Peak Elev=354.i49' -----. -: : ~ I., I Storage=364 cf o.o5 . . . . I 0 ~ I I I I I I I I I I I I I I I I I I I I I I I I I:::: ~ 5. ;:::::;:;: I I I I I I I I I i I ,, I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow -Discarded -Primary Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 56 Summary for Reach 2R: Buffer Zone of BVW #2 Inflow Area = 0.764 ac, 18.46% Impervious, Inflow Depth> 1.92" for 10-yr event Inflow = 1.57 cfs @ 12.15 hrs, Volume= 0.122 af Outflow = 1.57 cfs @ 12.15 hrs, Volume= 0.122 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs i CJ -?; ..2 LL 1 Reach 2R: Buffer Zone of BVW #2 Hydrograph 1.57 cfs Inflow Area=0.764 ac 0 '" .. , .. "'"'"" 11111 .,~ ..... ,.2j .... , ......... 1 .... ~ 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours} -Inflow -Outflow Lot 4 Post Development Type 11124-hr 10-yr Rainfa//=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 2S: New House Site Landscaping Runoff = 1.36cfs@ 12.16hrs, Volume= 0.115af, Depth> 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type 111 24-hr 10-yr Rainfall=4.44" * Area (sf) CN Description Tc {min} 4.3 0.2 6.4 0.3 11.2 i CJ -~ LL 1, 930 98 Paved Driveway 27,122 74 >75% Grass cover, Good, HSG C 29,052 76 Weighted Average 27, 122 93.36% Pervious Area 1,930 6.64% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 65 0.1800 0.25 12 0.0200 0.88 25 0.0100 0.07 Description Sheet Flow, Vegetated Slope Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Across Driveway Smooth surfaces n= 0.011 P2= 3.06" Sheet Flow, Across Lawn 40 0.1000 2.21 Grass: Dense n= 0.240 P2= 3.06" Shallow Concentrated Flow, Across yard Short Grass Pasture Kv= 7.0 fps 1 142 Total Subcatchment 2S: New House Site Landscaping Hydrograph 1.36 cfs Type Ill 24-h r 10-yr Rainfall=4.44" Runoff Area=29,052 sf RunoffVolume=0.115 af Runoff Depth>2.08" Flow Length=142' Tc=11.2 min CN=76 Q ' I I I I i I I I I j I I I I i I i I I I I I I I p;=;=; I ) t I I I I I I ,;; I I I I i I I I I I I I I I I I I I I ' 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 58 Summary for Pond 3P: RipRap Settling Pool Inflow Area= 0.484 ac, 32.76% Impervious, Inflow Depth> 1.85" for 10-yr event Inflow = 1.00 cfs@ 12.10 hrs, Volume= 0.074 af Outflow = 1.04 cfs @ 12.10 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 1.04cfs@ 12.10hrs, Volume= 0.063af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 320.06'@ 12.10 hrs Surf.Area= 0 sf Storage= 523 cf Plug-Flow detention time= 96.0 min calculated for 0.063 af (84% of inflow) Center-of-Mass det. time= 27.7 min ( 873.7 -846.0) Volume Invert Avail.Storage Storage Description #1 #2 320.00' 317.00' Elevation Cum.Store (feet) (cubic-feet) 317.00 0 318.00 300 319.00 456 320.00 516 385 cf 10.00'W x 30.00'L x 2.00'H Raw Storage in RipRap Swale Z=2.0-lmpervi 963 cf Overall x 40.0% Voids 516 cf Storage in RipRap Voids Listed below -Impervious 901 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 320.00' 30.0' 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 Primary OutFlow Max=0.99 cfs@ 12.10 hrs HW=320.06' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.99 cfs@ 0.57 fps) Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 59 ~ CJ -3: ..S! LL 1 Pond 3P: RipRap Settling Pool Hydrograph 1.04 cfs 1.uu 010 Inflow Area=OJ484 ac Peak Elev:;:320.06' Storage=523 cf ' · · ,...;::;:: I · · I 0: I I I I I I I I I• I I I I I I I I I:' I iiJ I I I I I• I It i I I'' I• i I I I I I I I I I I I I I 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) -Inflow -Primary Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 60 Summary for Reach 3R: Buffer Zone of BVW #3 Inflow Area = 0.484 ac, 32.76% Impervious, Inflow Depth> 1.55" for 10-yr event Inflow = 1.04 cfs @ 12.10 hrs, Volume= 0.063 af Outflow = 1.04 cfs@ 12.10 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs i (.,) -3: .2 LL 1 Reach 3R: Buffer Zone of BVW #3 Hydrograph 1.04 cfs Inflow Area=0.484.ac ' . . • ~ I 0: I I I I I I I I I I I I I I: I I I I• I I I,. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment 35: New House Roof Area Runoff = 0.49 cfs@ 12.02 hrs, Volume= 0.034 af, Depth> 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 10-yr Rainfall=4.44" * Area (sf) CN Description 4,212 98 Roof 4,212 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 18 0.5000 3.46 0.3 40 0.0050 2.26 0.23 1.0 75 0.0200 1.20 0.01 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 3.06" Channel Flow, Gutters Area= 0.1 sf Perim= 1.0' r= 0.1 O' n= 0.010 PVC, smooth interior Pipe Channel, Piping to Leach Chamber 6.0" Round w/ 5.5" inside fill Area= 0.0 sf Perim= 0.6' r= 0.01' n= 0.010 1.4 133 Total 0.5 0.45 0.4 -0.35 ~ ~ 0.3 ~ 0.25 LL 0.2 0.15 0.1 0.05 Subcatchment 35: New House Roof Area Hydrograph 0.49 cfs Type Ill 24-h r 10-yr Rainfall=4.44" Runoff Area=4,212 sf Runoff Volume=0.034 af Runoff Depth>4.20" Flow Length=133' Tc=1.4 min CN;:98 0 ~I I I I I I I I I I I I I I I I I I I I I I.:;=::: I I I,:;;;::: I I I I I I I I I I I I I I I I I I I I I I} 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment 45: Drainage from Driveway Runoff = 1.00 cfs@ 12.10 hrs, Volume= 0.074 af, Depth> 1.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 10-yr Rainfall=4.44" * * Area (sf) CN Description Tc {min} 1.8 3.3 0.1 0.0 1.6 6.8 6,900 98 Paved Driveway 5,665 74 >75% Grass cover, Good, HSG C 708 61 > 75% Grass cover, Good, HSG B 4,877 39 >75% Grass cover, Good, HSG A 1,806 80 > 75% Grass cover, Good, HSG D 1, 106 50 RipRap Swale & Settling Pool 21,062 73 Weighted Average 14, 162 67.24% Pervious Area 6,900 32.76% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 35 0.4500 0.32 250 0.0850 1.28 3.84 15 0.4000 2.94 11.76 10 8.02 10 0.0500 0.10 320 Total Description Sheet Flow, Vegetated Slope above driveway Grass: Dense n= 0.240 P2= 3.06" Channel Flow, RipRap Swale 3' wide Area= 3.0 sf Perim= 3.6' r= 0.83' n= 0.300 Channel Flow, RipRap Swale 4' wide Area= 4.0 sf Perim= 4.4' r= 0.91' n= 0.300 Lake or Reservoir, Settling Pool Mean Depth= 2.00' Sheet Flow, Overland Flow to Buffer Zone Grass: Dense n= 0.240 P2= 3.06" Lot 4 Post Development Type 11124-hr 10-yr Rainfal/=4.44" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 63 i CJ -~ .2 LL 1 Subcatchment 4S: Drainage from Driveway Hydrograph 1.00 cfs Type Ill 24-hr 10-yr Rainfall=4.44" Runoff Area=21,062 sf Runoff Volume=0.074 af Runoff Depth>1.85" Flow Length=320' Tc=6.8 min CN==73 0 Iii iilii •iii ii ilii iii ii ii~ilii iili:7;lii iil•i iili ii iii• ii' 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 64 Summary for Pond 1 P: RipRap Settling Pool Inflow Area = 0.996 ac, 0.00% Impervious, Inflow Depth> 5.02" for 100-yr event Inflow = 3.65 cfs@ 12.33 hrs, Volume= 0.417 af Outflow = 2.94 cfs@ 12.33 hrs, Volume= 0.127 af, Atten= 19%, Lag= 0.0 min Primary = 2.94 cfs@ 12.33 hrs, Volume= 0.127 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs/ 2 Peak Elev= 340.06'@ 12.33 hrs Surf.Area= O sf Storage= 3, 145 cf Plug-Flow detention time= 55.1 min calculated for 0.127 af (30% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 #2 337.00' 336.00' Elevation Cum.Store (feet) (cubic-feet) 337.00 0 338.00 696 339.00 1,432 340.00 2,208 Elevation Cum.Store (feet) (cubic-feet) 336.00 0 337.00 1,600 338.00 2,072 339.00 2, 190 340.00 2,342 2,208 cf Raw Swale Volume Listed below 937 cf Voids in RipRap Listed below 2,342 cf Overall x 40.0% Voids 3, 145 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 340.00' 80.0' 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 Primary OutFlow Max=2.82 cfs@ 12.33 hrs HW=340.06' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 2.82 cfs @ 0.58 fps) Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 65 i CJ -~ LL Pond 1 P: RipRap Settling Pool Hydrograph 4-t 1 3.65 cfs Inflow. Area=0~996 i•--• . 3-I Peak Elev:;:340.06' Storage=3, 145 cf 2 1 . ~ . ~ 4 l . . I 0: I I I I• I I I I I I I',, I I I I,, ii I I I I I I I I I• I Ii I I I I Ii I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Primary Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 66 Summary for Reach 1 R: BVW #1 at Abutter Property Line Inflow Area= 0.996 ac, 0.00% Impervious, Inflow Depth= 1.53" for 100-yr event Inflow = 2.94 cfs@ 12.33 hrs, Volume= 0.127 af Outflow = 2.94 cfs@ 12.33 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.0 min Routing by Ster-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 3 ~ 2 (J -~ LL 1 Reach 1 R: BVW #1 at Abutter Property Line Hydrograph 2.94 cfs Inflow Area=0~996.ac 0 'I I I I I I I I I l I' I I I I I I I I I I I I I I I I •• , I I' I I I I I' I I I I I I I I I I I I I I I I I I I I; 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment 15: Drainage toward abutter PL Runoff = 3.65 cfs@ 12.33 hrs, Volume= 0.417 af, Depth> 5.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 100-yr Rainfall=7.62" Area (sf) CN Description Tc {min} 10.1 0.1 2.8 6.9 0.3 3.8 24.0 1,600 96 Gravel surface, HSG B 10,500 79 Pasture/grassland/range, Fair, HSG C 12,540 69 Pasture/grassland/range, Fair, HSG B 18, 132 84 Pasture/grassland/range, Fair, HSG D 618 49 Pasture/grassland/range, Fair, HSG A 43,390 78 Weighted Average 43,390 100.00% Pervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 100 0.0500 0.16 80 9.83 20 0.0500 0.12 80 0.2300 0.19 20 0.2300 1.20 100 0.0300 0.43 400 Total Description Sheet Flow, Grassed Slope Grass: Dense n= 0.240 P2= 3.06" Lake or Reservoir, Settling Pool Mean Depth= 3.00' Sheet Flow, Discharge from Detention Swale Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Wooded Slope Woods: Light underbrush n= 0.400 P2= 3.06" Shallow Concentrated Flow, Wooded Slope Forest w/Heavy Litter Kv= 2.5 fps Shallow Concentrated Flow, Overland Flow Forest w/Heavy Litter Kv= 2.5 fps Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 68 i (,) -~ LL 4 Subcatchment 15: Drainage toward abutter PL Hydrograph 3.65 cfs Type Ill 24-h r 3-f 100-yr Rainfall=7.62" Runoff Area=43,390 sf Runoff Volume=0.417 af 2-f RunoffDepth>5.02" Flo.w Length=400' Tc=24.0 min 1-l CN=78 ~ ~ . ·1 0: I I I I I I' I I I I I I I I I I I I I ii I I I I I I I I I I' I I I I I I• I I I I• I I' I I' I I I 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 69 Summary for Pond 2P: ADS Stormtech Chambers Inflow Area= 0.097ac,100.00% lmpeNious, Inflow Depth> 7.38" for 100-yr event Inflow = 0.85 cfs@ 12.02 hrs, Volume= 0.059 af Outflow = 0.86 cfs@ 12.02 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Discarded = Primary = 0.03 cfs@ 12.02 hrs, Volume= 0.035 af 0.83 cfs@ 12.02 hrs, Volume= 0.024 af Routing by Ster-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs I 2 Peak Elev= 355.07'@ 12.02 hrs Surf.Area= 201 sf Storage= 365 cf Plug-Flow detention time= 69.2 min calculated for 0.059 af (99% of inflow) Center-of-Mass det. time= 64.2 min ( 801. 7 -737.5) Volume Invert #1A 350.00' #2A 350.50' #38 358.00' #48 358.50' #SC 351.00' #6C 351.50' #7D 351.00' #8D 351.50' Avail.Storage Storage Description 76 cf 6.25'W x 10.74'L x 3.50'H Field A 235 cf Overall -46 cf Embedded= 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field B 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field C 235 cf Overall -46 cf Embedded = 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #5 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 76 cf 6.25'W x 10.74'L x 3.50'H Field D 235 cf Overall -46 cf Embedded= 189 cf x 40.0% Voids 46 cf ADS_StormTech SC-740 +Cap Inside #7 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 486 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group 8 created with Chamber Wizard Storage Group C created with Chamber Wizard Storage Group D created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 354.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #2 Primary 362.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Limited to weir flow at low heads #3 Primary 355.00' 1.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (5% open area) Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 70 #4 Primary #5 Discarded Limited to weir flow at low heads 355.00' 2.0" x 2.0" Horiz. Orifice/Grate X 4.00 columns X 4 rows C= 0.600 in 18.0" Grate (25% open area) Limited to weir flow at low heads 350.00' 1.000 in/hr Exfiltration X 4.00 over Surface area Conductivity to Groundwater Elevation = 345.00' Discarded OutFlow Max=0.03 cfs@ 12.02 hrs HW=355.07' (Free Discharge) Y=Exfiltration (Controls 0.03 cfs) Primary OutFlow Max=0.81 cfs@ 12.02 hrs HW=355.07' (Free Discharge) B=Orifice/Grate (Orifice Controls 0.43 cfs @ 4.97 fps) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate (Orifice Controls 0.11 cfs @ 1.25 fps) =Orifice/Grate (Weir Controls 0.27 cfs @ 0.85 fps) Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 71 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field A Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 100-yr Rainfa//=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 72 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field B Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base+ 30.0" Chamber Height+ 6.0" Cover= 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage + Stone Storage = 121.5 cf= 0.003 af Overall Storage Efficiency= 51.7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 73 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field C Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency = 51. 7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 74 Pond 2P: ADS Stormtech Chambers -Chamber Wizard Field D Chamber Model= ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 8.74' Row Length +12.0" End Stone x 2 = 10.74' Base Length 1 Rows x 51.0" Wide+ 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 1 Chambers x 45.9 cf= 45.9 cf Chamber Storage 234.9 cf Field -45.9 cf Chambers= 188.9 cf Stone x 40.0% Voids= 75.6 cf Stone Storage Chamber Storage+ Stone Storage= 121.5 cf= 0.003 af Overall Storage Efficiency = 51. 7% Overall System Size= 10.74' x 6.25' x 3.50' 1 Chambers 8.7 cy Field 7.0 cy Stone Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 75 0.9 0.8 0.7 -0.6 -2? CJ -0.5 3: .2 0.4 LL 0.3 0.2 0.1 0 0 Pond 2P: ADS Stormtech Chambers Hydrograph o no 0.83 cfs Inflow Area=0.097 ac Peak E:lev=355.07' Storage=365 cf 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow -Discarded -Primary Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 76 Summary for Reach 2R: Buffer Zone of BVW #2 Inflow Area = 0.764 ac, 18.46% Impervious, Inflow Depth> 4.57" for 100-yr event Inflow = 3.46 cfs @ 12.15 hrs, Volume= 0.291 af Outflow = 3.46 cfs@ 12.15 hrs, Volume= 0.291 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs i (,) -~ u. 3 2 1 Reach 2R: Buffer Zone of BVW #2 Hydrograph 3.46 cfs Inflow Area=0~764:ac 0 'I I I I I I I I I I I I I'' I I I I I I I ;:;:p;:, I I I I I I I I I ::;:.I' I I I I I I I I I I I I I I I I•' 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment 2S: New House Site Landscaping Runoff = 3.15 cfs@ 12.15 hrs, Volume= 0.267 af, Depth> 4.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 100-yr Rainfall=7.62" * Area (sf) CN Description Tc {min} 4.3 0.2 6.4 0.3 11.2 -J!? CJ -3: 0 Li: 1,930 98 Paved Driveway 27,122 74 >75% Grass cover, Good, HSG C 29,052 76 Weighted Average 27, 122 93.36% Pervious Area 1,930 6.64% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 65 0.1800 0.25 12 0.0200 0.88 25 0.0100 0.07 Description Sheet Flow, Vegetated Slope Grass: Dense n= 0.240 P2= 3.06" Sheet Flow, Across Driveway Smooth surfaces n= 0.011 P2= 3.06" Sheet Flow, Across Lawn 40 0.1000 2.21 Grass: Dense n= 0.240 P2= 3.06" Shallow Concentrated Flow, Across yard Short Grass Pasture Kv= 7.0 fps 142 Total Subcatchment 2S: New House Site Landscaping Hydrograph 3.15 cfs 3-f Type Ill 24-hr 100-yr Rainfall=7.62" Runoff Area=29,052 sf 21 Runoff Volume=0.267 af Runoff Depth>4.80" Flow Length=142' Tc=11.2 min 1 ~ CN=76 0 ' I I I ' I I I I I I I I I I I I I I ' I i I I I ;:;=;:. I I I I I ' I I ,:;;;: I I I ' I I I I ' I I ' I I I I I I •' 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 sin 03586 © 2017 HydroCAD Software Solutions LLC Page 78 Summary for Pond JP: RipRap Settling Pool Inflow Area= 0.484 ac, 32.76% Impervious, Inflow Depth> 4.47" for 100-yr event Inflow = 2.46 cfs@ 12.10 hrs, Volume= 0.180 af Outflow = 2.46 cfs @ 12.10 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.1 min Primary = 2.46 cfs@ 12.10 hrs, Volume= 0.168 af Routing by Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 320.11' @ 12.1 O hrs Surf.Area= O sf Storage= 529 cf Plug-Flow detention time= 49.3 min calculated for 0.168 af (93% of inflow) Center-of-Mass det. time= 14.8 min ( 835.3 -820.5) Volume Invert Avail.Storage Storage Description #1 320.00' #2 317.00' Elevation Cum.Store (feet) (cubic-feet) 317.00 0 318.00 300 319.00 456 320.00 516 385 cf 10.00'W x 30.00'L x 2.00'H Raw Storage in RipRap Swale Z=2.0-lmpervi 963 cf Overall x 40.0% Voids 516 cf Storage in RipRap Voids Listed below -Impervious 901 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 320.00' 30.0' 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 Primary OutFlow Max=2.44 cfs @ 12.1 O hrs HW=320.11' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 2.44 cfs@ 0.76 fps) Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 79 i (,) -3: .2 LL Pond 3P: RipRap Settling Pool Hydrograph 2.46 cfs Inflow Area=0.484 ac 2-f Peak Elev:;:320.11' Storage=529 of 1 0,11111111111111111 ::1::1;=p;-;(11:: ::p1:;:"J11cq::1q::11j1i :d 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) -Inflow -Primary Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 80 Summary for Reach 3R: Buffer Zone of BVW #3 Inflow Area = 0.484 ac, 32.76% Impervious, Inflow Depth> 4.18" for 100-yr event Inflow = 2.46 cfs @ 12.10 hrs, Volume= 0.168 af Outflow = 2.46 cfs@ 12.10 hrs, Volume= 0.168 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs i (,) -~ LL 2 1 Reach 3R: Buffer Zone of BVW #3 Hydrograph 2.46 cfs Inflow Area=0.484!ac f . ( :;:;: • . I 0: I I I I I I I I I I I I I I I I I I I I I I I I I I I I• I I I I I,, I I I I• I I I I I I I I I Ii I I I 0 2 4 6 8 1 0 12 14 16 18 20 22 24 Time (hours) -Inflow -Outflow Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 81 Summary for Subcatchment 35: New House Roof Area Runoff = 0.85 cfs @ 12.02 hrs, Volume= 0.059 af, Depth> 7.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 100-yr Rainfall=7.62" * Area (sf) CN Description Tc (min} 0.1 0.3 1.0 1.4 -J!? (,) - == .2 LL 4,212 98 Roof 4,212 100.00% Impervious Area Length Slope Velocity (feet} (ft/ft} (ft/sec} 18 0.5000 3.46 40 0.0050 2.26 75 0.0200 1.20 Capacity (cfs} 0.23 0.01 Description Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 3.06" Channel Flow, Gutters Area= 0.1 sf Perim= 1.0' r= 0.1 O' n= 0.010 PVC, smooth interior Pipe Channel, Piping to Leach Chamber 6.0" Round w/ 5.5" inside fill Area= 0.0 sf Perim= 0.6' r= 0.01' n= 0.010 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 133 Total 0 Subcatchment 35: New House Roof Area Hydrograph 0.85 cfs Type Ill 24-h r 100-yr Rainfall=7 .62" Runoff Area=4,212 sf Runoff Volume=0.059 af Runoff Depth>7.38" Flow Length=133' Tc=1.4 min CN=98 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) I-Runoff~ Lot 4 Post Development Type 11124-hr 100-yr Rainfal/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 82 Summary for Subcatchment 45: Drainage from Driveway Runoff = 2.46 cfs @ 12.10 hrs, Volume= 0.180 af, Depth> 4.4 7" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 100-yr Rainfall=7.62" * * Area (sf) CN Description Tc {min} 1.8 3.3 0.1 0.0 1.6 6.8 6,900 98 Paved Driveway 5,665 74 >75% Grass cover, Good, HSG C 708 61 >75% Grass cover, Good, HSG B 4,877 39 > 75% Grass cover, Good, HSG A 1,806 80 >75% Grass cover, Good, HSG D 1, 106 50 RipRap Swale & Settling Pool 21,062 73 Weighted Average 14, 162 67.24% Pervious Area 6,900 32. 76% Impervious Area Length Slope Velocity Capacity {feet} {ft/ft} {ft/sec} {cfs} 35 0.4500 0.32 250 0.0850 1.28 3.84 15 0.4000 2.94 11.76 10 8.02 10 0.0500 0.10 320 Total Description Sheet Flow, Vegetated Slope above driveway Grass: Dense n= 0.240 P2= 3.06" Channel Flow, RipRap Swale 3' wide Area= 3.0 sf Perim= 3.6' r= 0.83' n= 0.300 Channel Flow, RipRap Swale 4' wide Area= 4.0 sf Perim= 4.4' r= 0.91' n= 0.300 Lake or Reservoir, Settling Pool Mean Depth= 2.00' Sheet Flow, Overland Flow to Buffer Zone Grass: Dense n= 0.240 P2= 3.06" Lot 4 Post Development Type 11124-hr 100-yr Rainfaf/=7.62" Prepared by James A. Gracia, PE Printed 9/24/2020 HydroCAD® 10.00-20 s/n 03586 © 2017 HydroCAD Software Solutions LLC Page 83 i CJ -~ u. 2 1 Subcatchment 45: Drainage from Driveway Hydrograph 2.46 cfs Type Ill 24-hr 100-yr Rainfall=7 .62" Runoff Area=21,062 sf Runoff Volume=0.180 af Runoff Depth>4.47" Flow Length=320' Tc=6.8 min CN=73 0 ,11 Ill ii iili ii 1111 iii ii :rr:=::ili• 11;:::;-;ii 1111i 11111i ijil :d 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours} [=-RLinoff~ APPENDIX Soil Evaluation Report by Gregory J. Newman, SE-1736 Excerpts from USDA NRCS Custom Soil Resource Report for Hampshire County Sketch of Post-Development Drainage Area Discharge Directions Plan Set: Sheet 1of4 . Sheet 2 Of 4 Sheet 3 of 4 Sheet 4 of 4 Lot 4 Existing Conditions Lot 4 Site Plan Lot 4 Drainage Details Lot 4 Stormwater Permit Plan James A. Gracia, PE 99 Glendale Street, Easthampton, .MA 01027 ~ Commonwealth of Massachusetts ~ Cityff own of Northampton ·rev. 1110 Form· 11 .; Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information TJDL LLC (c/o Tim Seney) TEL: 413-626-1797 Mail Address: 262 East Street, Easthamp_ton, MA 01027 Owner Name Lot-4 (#1085) Westhampton Road (Rte 66}; located behind existing House #1095 Map_ 41, Lot 70 Street Address Northamp_ton City 8. Site Information 1. (Check one) [8} New Construction 0 Upgrade 2. Published Soil Survey Available? [8} Yes 0 No Paxton (PcC)-top of hill; Charlton (CnB) -north shoul<!~ Soil Name 3. Surficial Geological Report Available? 0 Yes Geologic Material 4. Flood Rate Insurance Map Above the 500-year flood boundary? [gj Yes Within the 500-year flood boundary? 0 Yes [8} No 0 No [8} No 5. Wetland Area: National Wetland Inventory Map Wetlands Conservancy Program Map 6. Current Water Resource Conditions (USGS): Month/Year MA State D Repair 1988 Map/lot# 01060 Zip Code 1:25,000 PcC&CnB If yes: Year Published Publication Scale Soil Map Unit pot severe: slow perc (PcC); slight limitations (CnB) Soil Limitations If yes: Year Published Publication Scale Landform Within the 100-year flood boundary? 0 Yes Within a velocity zone? 0 Yes Map Unit Name Map Unit Name Map Unit [8} No [2J No Range: 0 Above Normal 0 Normal 0 Below Normal --7. Other reference~n-eviewed: Ma5sGIS Data layer's: Title 5, IWPA/Zone2, ACEC, ORW, Priority Habitat, R&ESH ·· Proposed septic is not within these areas of concern. Zone 2 at bottom of slopes (fann field, etc) Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal • Page 1 of 8 .... ~ Commonwealth of Massachusetts ~ City/Town of Northampton •rev. 1/10 Form 11 .;. Soil Suitability Assessmentfor On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserved disposal area) Deep Observation Hole Number: 15-1A, 15-18, 15-2A 1. Location Ground Elevation at Surface of Hole: See plan feet 2. Land Use Woods 517/2015 Date S+AM Tme Location (identify on plan): common Sulface Stones sunny Weather See ~Ian 5-10% (e.g., woodland, agricultural field, vacant lot, etc.) oak, hemlock, birch,pine, mt.laurel Vegetation drumlin, till sloe_! Landform Slope(%) on gentle slope -see plan Position on Landscape (attach shee_t) __ _ 3. Distances from: Open Water Body >200 Feet >50 feet 4. Parent Material: Property line Till If Yes: D Disturbed Soil 5. Groundwater Observed: 0 Yes D FiR Material t8J No Drainage Way >50 feet >100 >100 Possible Wet Area Feet Drinking Water Well feet Other Unsuitable Materials Present D Yes 0 Impervious layer(s) If yes: 0 Weathered/Fractured Rock wee~ at 40" (18) [8J No 0 Bedrock 8-ft (18) feet Depth Standing Water in Hole Estimated Depth to High Groundwater: 48"(1A), 27"(18), 40"(2A) Depth Weeping from Pit see plan Inches elevation Fonn 11 -Soil Suitability Assessment for On-Site Sewage Disposal • Page 2 of 8 ....... TP 15-1A TP 15-18 TP 15-2A •rev. 1110 Commonwealth of Massachusetts Cityff own of Northampton Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review {continued) Deep Observation Hole Number: 15-1A & 15-18 Redoximorphic Features Coarse Fragments Soil Horizon/ Soil Matrix: Color-{mottles) Soil Texture %byVolume Soil Depth {in.) Layer Moist {Munsell) {USDA) Structure Depth Color Percent Gravel Cobbles & Stones 0-5 A 10YR3/1 no sandy -5% -5% loose ln:1m 5-21 B 7.5YR5/8 no sandy -5% -10% loose loam 21-96 c 7.5YR5/4 48" 7.5YR5/1 >5% loamy 5-10% -5% loose 7.5YR5/8 sand granular 0-5 A 10YR3/1 no sandy -5% -5% loose In.am 5-22 8 7.5YR5/8 no sandy -5% -10% loose loam 22-108 c 7.5YR5/4 27" 7.5YR5/1 >5% loamy 5-10% -5% loose 7.5YR5/8 sand granular 0-5 A 10YR3/1 no sandy loose fo:1rn 5-24 B 7.5YR5/8 no sandy 5% 10% loose fo:1m 24-90 c 7.5YR5/6 40" 7.5YR6/2 >5% sandy 5-10% 10-15% massive loam Addition9I No!es: weeping at_40" _(TP 15-18), standing water observed at 8-ft (Tf> 15-18) ----__ ,_, Soil Consistence Other {Moist) friable roots friable roots blocky roots to 48" friable roots friable roots blocky roots to 48" friable roots friable roots granular roots to friable 4.0' -- Foon 11 -Soil Suitabiflty Assessment for On-Site Sewage Disposal • Page 3 of 8 ·rev. 1110 Commonwealth of Massachusetts City!Town of Northampton Form 11--Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserved disposal area) Deep Observation Hole Number: 15-28, 15-2C, 15-3A & 15-38 11/25/14 10+AM 1. Location Ground Elevation at Surface of Hole: See p_lan 2. Land Use 3. Distances from: 4. Parent Material: feet Woods (e.g., woodland, agricultural field, vacant lot, etc.) p_if!e, oak, birch, hemlock Vegetation >200 Open Water Body Feet Property line >50 feet Till Date Tme Location {identify on plan): common Surface Stones till -slop_e landfonn >50 Drainage Way feet >100 Drinking Water Well feet Unsuitable Materials Present If Yes: 0 Disturbed Soil 0 RD Material D Impervious Layer(s} 0 Weathered/Fractured Rock: sunny Weather See p_lan 5-10% Slope(%) moderate-low sloe! Position on landscape (attach sheet) Possible >100 Wet Area Feet Other feet 0 Yes 1ZJ No D Bedrock 5. Groundwater Observed: l8J Yes 0 No If yes: none{28&2C), 42"(3A), 38"(38) none(28&2C), 48"(3A&38) Estimated Depth to High Groundwater: 45"(28&2C), 37"(3A}, 30"(38) inches Depth Weeping from Pit Depth Standing Water in Hole see p_lan elevation Form 11 -Soil Suitab!Trty Assessment for On-Site Sewage Disposal • Page 4 of 8 TP 15-28 TP 15-2C TP 15-3A TP 15-3A Commonwealth of Massachusetts Cityrr own of Northampton Form 1"t -Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: 15-28, 15-2C. 15-3A & 15-38 Redoximorphic Features Coarse Fragments Soil Horizon/ Soil Matrix: Color-{mottles) Soil Texture %byVolume Soil Depth {in.) Layer Moist (Munsell) (USDA) Structure Depth Color Percent Gravel Cobbles & Stones 0-5 A 10YR3/1 no sandy loose loam 5-22 B 7.5YR5/8 no sandy 5% 5% loose loam 7.5YR7/2 sandy 22-96 c 7.5YR6/8 45" 7.5YR513 >5% 10% 10% loose 7.5YR416 loam 0-5 A 10YR3/1 no sandy loose loam 5-23 B 7.5YR5/8 no sandy 5% 5% loose loam 7.5YR7/2 sandy 23-96 c 7.5YR6/8 45" 7.5YR513 >5% 10% 10% loose 7.5YR4/6 loam 0-5 A 10YR3/1 no sandy loose loam 5-24 B 7.5YR5/6 no sandy 10% 5% loose loam 7.5YR7/2 sandy 24-90 c 7.5YR6/6 37" 7.5YR5/6 >5% loam 10% 10-20% loose 0-4 A 10YR3/1 no sandy loose loam 4-22 B 7.5YR5/6 no sandy 10% 5% loose loam ---·-. ------------' 7.5YR7/2 ·sandy-------22-102 c 7.5YR6/6 30" 7.5YR5/6 >5% loam 10% 10-20% loose ----,,, -------. ~ . --· --. Soil Consistence Other (Moist) friable roots friable roots friable roots friable roots friable roots friable roots friable roots friable roots friable granular roots friable roots friable roots friable Qranular roots Additional Notes: No weeping and no standing water observed at TP 15-28 & 15-2C. Weeping at 33-42" and standing water at 48" (!P-15-3A &15-38) • rev. 111 O Fonn 11 -Soil Suitability Assessment for On-Site Sewage Disposal • Page 5 of 8 ~ Commonwealth of Massachusetts -City IT own of Northampton •rev. 1110 Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal F. Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been perfonned by me consistent with the required training, expertise and experience described in 310 CMR 15.017. I further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Fonn, are accurate and in accordance with 310 CMR 15.100 through 15.107. SE-1736 Typeoor Printed Name of Soil Evoluator / license# Daniel Wasiuk Name of Board of Health Wrtness 71zs/1~ Date( June 1995 Date of Soil Evalualur Exam Northamp_ton Board of Health Note: In accordance with 310 CMR 15.018(2) this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal • Page 7 of 8 ~ Important: When filling out forms on the computer, use only the tab key to move your cursor • do not use the return .. key. ~ ~ Commonwealth of Massachusetts City/Town of Northampton Percolation Test Form 12 Percolation test results must be submitted with the Soil Suitability Assessment for On-site Sewage Disposal. DEP has provided this form for use by local Boards of Health. Other forms may be used, but · the information must be substantially the same as that provided here. Before using this form, check with the local Board of Health to determine the form they use. A. Site Information · ---·----------------~ --- TJDL LLC (c/o Tim Seney}_ IVlall:_~~~J;as_t Str(J~JiEa!th~m~ton, MA 01027 Owner Name Lot 4 (#1085) Westhampton Road (Rte 66 -behind #1 Q.~5 &1075) Assessor Map 41, Lot 70 Street Address or Lot # Northampton _M_A _____ _ Cityrrown State Zip Code 413-626-1797 Contact Person (if different from Owner) 8. Test Results Observation Hole # Depth of Pere Start Pre-Soak End Pre-Soak Time at 12" Time at9" Time at 6" Time' (9"-6") Rate (Min.finch) G. Newman Tesl"Performed By: D. Wasiuk Witnessed By: Comments: 5/7/15 See below Date Time Pere 15-1 45" 10:46 AM 11:01 11:09 __ 12:50 3:50 -· 180 min. 60mpl -- Test Passed: t8l Test Failed: D Telaphone Number 5/7/15 See below 5/7/15 See below Date Time Date Time Pere 15·2 Pere 15-3' 46" 43" 11:49 AM 1:42 PM 12:04 1:57 12:05 j_~57. _____ . 12:16 2:09 12:37 2:27 21 min_. ··--18 min. 7 mpl ________ !_mpl. ____ _ Test Passed: l8:I Test Failed D Test Passed: l8:I Test Failed: D Do not use area of TP-1,0. &_TP-1B and Perc-1 for septic system. . .. - USE Site 2(TP 15-2B & 15·2C) and Site 3(TP 15-3A & 15·38) for septic system & reserve area t5form12.doc• 2011 Pere Test • Page 1 of 1 \ .:J~BM-11~389.~· V>& --tS :-----\---._-----..__ ----------. ' ··. . " ~ . '·--..... ~ ',, '. ' . ·. ' "· " ~ '---._ .· . ~· '--.l ' ~ ., ·, •.. ' · ... , ,, "· \ ·, ·.• ""~" \ V>& v ~'-, ,··· ,·, •, ~~"" '·.,_ ·· ...... ·-.,, '-,_·,, ~ .. " ., ··, '· •, '·, ~ .,. "" ., ·· ..• '-.. ', '· -..., '· '-.._ -------'' '•' ·' "'' \''''' ',\ \' "-, '·,>·. '·, '\ ' . \. \ ,\ ' ' '·, \ \'{\:.::. /. /~ . \ \ \\ \' \ SITE EVALUATION SUMMARY TP15-1A: GRADE=386.2'; DEPTH= 96a; ESHWf=48"{382.2J 1P1b-1B: GRADE=383.3'; DEPTH=108''; ESHWT=27"(38107 1P15-2A: GRADE=378.5'; DEPTH= 90"; ESHWT=40" (375.2') TP15-2B: GRADE=373.2~ DEPTH=1or ESHWT=45"(389.41 TP15-2C: GRADE=371.s: DEPTH= 96'~ ESHWT=45" {367.71 TP15-3A.· GRADE=35B.2: DE0 TH = 90"; ESHwr = 37'(355.17 TP15-3B: GRADE=359.8': DEPTH =102". ESHwr= 30"(3573') PERC15-1: DEPTH=45": RATE=60 MPI (veIY slow perc -do not use) P£RC15-2.· DEPTH=46"; RATE=l MPi PERC15-3· DEPTH=43"; RATE=6 MPI ""' T;>"-.. Ti'\ '•-.,(.._,_''·,......, ·,~~<,. ")< ·· .. \ \ \, ..:.-Y'\. A"\\ \ L }'1 1 --r-' I ! i I I I 1 1 ! . t v> o> CJ\ & 0:) SITE PLAN SCALE: 1" =50' c::JTP-1 OPERC-1 TEST PIT No. 1 PERC TEST No. 1 50-FT l8f PROPERTY LINE (APPROX. LOCATION) WELL ---911 EXISTING CONTOUR (RB.. TO SITE B.M.) __ ,. __ PROPOSED CONTOUR ---· -STREAM/WETLANDS BOUNDARY --w -BURIEOWATERLINE{APPROX. LOCATION) --c -BURIED 8-ECTRIC LINE (APPROX. LOCATION) --s -BURIED GAS LINE (APPROX. LOCATION) FENCE c:cx::x:x:> ROCKWALL (APPROX. LOCATION) /I / / / / ; I ·y// / .· /~--­/ / I ,. ·•'h I .:;yo I 1i:.£!)-3A I ! I / j I . !UGHT i , / / ~ / i ,,,---100-i'T SBBACK ,,_. FROM WE1LAND _1"' ..... ;· / .{ ~ '? ~- I ~ . 1:2 l ~ ~":"' " H'lt:~" .. : ~"'7"'t.- ,f.f;!~/ Dlo,1>-, UGHfWoovS ,-' / .~"?.s~-~- i-*<.</ f;,~; .. l i:T u--...f! Pl.AN BASIS: 11.,; ~~~·'' /,/· ?,?:: Yf-).~,,,,./ 0 / ?""· 1. Exislingsilefeatures'(eg Property lines& Topo.J-on "ROAD LAYOUT PU\N • prepared lor Morikeyman tu:: 88 Loudv;lle Road. Nor!ha:11P'k>n. MA". (Sheet3 of 4), ty Huntley Assoc .• Northamplon. MA,; Rev dale4122J06. 2 Location of Common Drive {lots 1-3) a~d associa(ed fealures iS based on site feature survey by Newman Erniir. Engin., DEC-08 3 Location of lo!-4 lesl pi!s, !ooogtap.'ly & local ...-1d is based iirni!oo site survey by Newman Envir Engh, Ma-1-Ju!y 2015 I / / 0 / '"''' I I.· ___ / O'- / i--- t·:.TH / ?... SITE EVALUATION (soil & perc tests) -5nl15 -----------------------.. ----·--· ---------.... ·--------------______ ,, ______ ·-·· ·--- LOT ON WESTHAMPTON ROAD, NORTHAMPTON, MA LOT-4 for TJDL Development Inc (AssessorMap-40, Lot-70) ----------------------·--------- ~--I-::1r~Jill~ E:\\:I~F( ~-' ~--\f Et"1T .i\L E~: c; iN EERI:-: c; f-' (J H~Jx ::>,95_ 21 ('.l_"ARf! P.OAD, nORTJff\GTIY\:. 'IH 01008 TEL H J-238-5383 FA\: 4 ! 3-::38-±27f: United States Department of Agriculture NRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hampshire County, Massachusetts, Central Part July 30, 2019 42° 18'7'N i ~ i i ; i i 8 i i 42° 1737'N i ~ 687!.ill 687!.ill ~ 1!l ~ ~ N ~ 6fJT700 6878'.Xl 6fJT700 6878'.Xl Custom Soil Resource Report Soil Map 68l9XJ 68!Dll 68l9XJ 68!Dll Map Scale: 1:4,610 tprinted on A portra~ (8.5'' x 11") sheet. -------======-------------============~ffers a 100 200 50 -------=======---------------==============Feff 200 400 BOO 1200 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 6 688100 688200 688100 688200 6883:Xl ~ ill \I ~ 42° lS'rN i ~ i i ; i i 8 i i 42° 1737' N ' Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 31A Walpole sandy loam, 0 to 3 12.9 51A percent slopes ~ Swansea muck, 0 to 1 percent , 2.1 I slopes i i 253A I 32.8 Hinckley loamy sand, 0 to 3 percent slopes 2548 Merrimac fine sandy loam, 3 to 0.0 8 percent slopes 255A Windsor loamy sand, 0 to 3 2.1 percent slopes 260A Sudbury fine sandy loam, 0 to 3 9.1 percent slopes I 306C Paxton fine sandy loam, 8 to 15 I 20.5 percent slopes, very stony 3060 Paxton fine sandy loam, 15 to 1.5 25 percent slopes, very stony 3118 Woodbridge fine sandy loam, 0 I 8.4 to 8 percent slopes, very 1 stony ! I 4068 Charlton fine sandy loam, 3 to 8 19.41 percent slopes, very stony 4418 Gloucester fine sandy loam, 3 0.1 I to 8 percent slopes, very I stony i 711E I Charlton-Rock outcrop-Hollis ' 2.0 I complex, steep Totals for Area of Interest 110.9 Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made 9 11.7% 1.9% 29.6% 0.0% 1.9% 8.2% 18.5% 1.3% 7.6% 17.5% 0.1% 1.8% 100.0% Custom Soil Resource Report Hampshire County, Massachusetts, Central Part 31A-Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Not prime farmland Map Unit Composition Walpole and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform: Depressions, deltas, depressions, outwash plains, outwash terraces Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip, talf Down-slope shape: Concave Across-slope shape: Concave Parent material: Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe -0 to 1 inches: mucky peat A -1 to 7 inches: sandy loam Bg-7 to 21 inches: sandy loam BC -21 to 25 inches: gravelly sandy loam C -25 to 65 inches: very gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.14 to 14.17 in/hr) Depth to water table: About 0 to 4 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: BID Hydric soil rating: Yes 12 Custom Soil Resource Report Minor Components Scarboro Percent of map unit: 10 percent Landform: Deltas, outwash terraces, outwash plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Sudbury Percent of map unit: 10 percent Landform: Deltas, terraces, outwash plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No 51A-Swansea muck, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2trl2 Elevation: 0 to 1, 140 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of unique importance Map Unit Composition Swansea and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Swansea Setting Landform: Swamps, bogs Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave Parent material: Highly decomposed organic material over loose sandy and gravelly glaciofluvial deposits Typical profile Oa1 -0 to 24 inches: muck Oa2 -24 to 34 inches: muck Cg -34 to 79 inches: coarse sand 13 Custom Soil Resource Report Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.14 to 14.17 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: Rare Frequency of ponding: Frequent Available water storage in profile: Very high (about 16.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): Bw Hydrologic Soil Group: BID Hydric soil rating: Yes Minor Components Freetown Percent of map unit: 10 percent Landform: Bogs, swamps Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Whitman Percent of map unit: 5 percent Landform: Drainageways, depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Scarboro Percent of map unit: 5 percent Landform: Drainageways, depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope, tread, dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 253A-Hinckley loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svm7 14 Custom Soil Resource Report Elevation: 0 to 1,420 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Hinckley and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform: Outwash deltas, kame terraces, outwash plains, outwash terraces Landform position (three-dimensional): Tread Down-slope shape: Convex, linear, concave Across-slope shape: Convex, linear, concave Parent material: Sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist Typical profile Oe -0 to 1 inches: moderately decomposed plant material A -1 to 8 inches: loamy sand Bw1 -8 to 11 inches: gravelly loamy sand Bw2 -11to16 inches: gravelly loamy sand BC -16 to 19 inches: very gravelly loamy sand C -19 to 65 inches: very gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Windsor Percent of map unit: 5 percent Landform: Outwash terraces, kame terraces, outwash deltas Landform position (three-dimensional): Tread Down-slope shape: Concave, linear, convex Across-slope shape: Linear, convex, concave Hydric soil rating: No 15 Custom Soil Resource Report Sudbury Percent of map unit: 5 percent Landform: Outwash terraces, outwash deltas, kame terraces Landform position (three-dimensional): Tread Down-slope shape: Concave, linear, convex Across-slope shape: Linear, concave, convex Hydric soil rating: No Merrimac Percent of map unit: 5 percent Landform: Kame terraces, outwash terraces, outwash deltas Landform position (three-dimensional): Tread Down-slope shape: Convex, concave, linear Across-slope shape: Linear, convex, concave Hydric soil rating: No 2548-Merrimac fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2tyqs Elevation: 0 to 1,290 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Merrimac and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the map unit. Description of Merrimac Setting Landform: Moraines, outwash terraces, outwash plains, kames, eskers Landform position (two-dimensional): Backslope, footslope, summit, shoulder Landform position (three-dimensional): Side slope, crest, riser, tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy glaciofluvial deposits derived from granite, schist, and gneiss over sandy and gravelly glaciofluvial deposits derived from granite, schist, and gneiss Typical profile Ap -0 to 10 inches: fine sandy loam Bw1 -10 to 22 inches: fine sandy loam Bw2 -22 to 26 inches: stratified gravel to gravelly loamy sand 2C -26 to 65 inches: stratified gravel to very gravelly sand 16 Custom Soil Resource Report Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 2 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.4 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Low (about 4.6 inches) Interpretive groups _ Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Hinckley Percent of map unit: 5 percent Landform: Eskers, kames, deltas, outwash plains Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down-slope shape: Convex Across-slope shape: Convex, linear Hydric soil rating: No Sudbury Percent of map unit: 5 percent Landform: Terraces, deltas, outwash plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Windsor Percent of map unit: 3 percent Landform: Deltas, dunes, outwash terraces, outwash plains Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Riser, tread Down-slope shape: Linear, convex Across-slope shape: Linear, convex Hydric soil rating: No Agawam Percent of map unit: 2 percent Landform: Eskers, stream terraces, moraines, outwash terraces, outwash plains, kames Landform position (three-dimensional): Rise 17 Custom Soil Resource Report Typical profile H1 -0 to 10 inches: fine sandy loam H2 -10 to 16 inches: fine sandy loam H3 -16 to 28 inches: gravelly loamy sand H4 -28 to 60 inches: stratified gravelly sand to very gravelly loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Hydric soil rating: No Minor Components Hinckley Percent of map unit: 5 percent Hydric soil rating: No Merrimac Percent of map unit: 5 percent Hydric soil rating: No Walpole Percent of map unit: 5 percent Landform: Terraces Hydric soil rating: Yes 306C-Paxton fine sandy loam, 8 to 15 percent slopes, very stony Map Unit Setting National map unit symbol: 2w677 Elevation: 0 to 1,330 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Paxton, very stony, and similar soils: 85 percent 20 Custom Soil Resource Report Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paxton, Very Stony Setting Landform: Hills, ground moraines, drumlins Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Linear, convex Across-slope shape: Convex, linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe -0 to 2 inches: moderately decomposed plant material A -2 to 10 inches: fine sandy loam Bw1 -10 to 17 inches: fine sandy loam Bw2 -17 to 28 inches: fine sandy loam Cd -28 to 67 inches: gravelly fine sandy loam Properties and qualities Slope: 8 to 15 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: 20 to 43 inches to densic material Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: C Hydric soil rating: No Minor Components Woodbridge, very stony Percent of map unit: 8 percent Landform: Hills, ground moraines, drumlins Landform position (two-dimensional): Backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Charlton, very stony Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope 21 Custom Soil Resource Report Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Ridgebury, very stony Percent of map unit: 2 percent Landform: Drumlins, drainageways, hills, ground moraines, depressions Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Base slope, head slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 3060-Paxton fine sandy loam, 15 to 25 percent slopes, very stony Map Unit Setting National map unit symbol: 2w67h Elevation: 0 to 1,400 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Paxton, very stony, and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the map unit. Description of Paxton, Very Stony Setting Landform: Ground moraines, drumlins, hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Linear, convex Across-slope shape: Convex, linear Parent material: Coarse-loamy lodgment till derived from gneiss, granite, and/or schist Typical profile Oe -0 to 2 inches: moderately decomposed plant material A -2 to 10 inches: fine sandy loam Bw1 -10 to 17 inches: fine sandy loam Bw2 -17 to 28 inches: fine sandy loam Cd -28 to 67 inches: gravelly fine sandy loam Properties and qualities Slope: 15 to 25 percent Percent of area covered with surface fragments: 1 .6 percent Depth to restrictive feature: 20 to 43 inches to densic material Natural drainage class: Well drained 22 Custom Soil Resource Report Ridgebury, very stony Percent of map unit: 8 percent Landform: Depressions, drumlins, drainageways, hills, ground moraines Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope, head slope Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 4068-Charlton fine sandy loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 2wh0r Elevation: 0 to 1,570 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Charlton, very stony, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Charlton, Very Stony Setting Landform: Ground moraines, ridges, hills Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Side slope, crest, nose slope Down-slope shape: Linear, convex Across-slope shape: Convex Parent material: Coarse-loamy melt-out till derived from granite, gneiss, and/or schist Typical profile Oe -0 to 2 inches: moderately decomposed plant material A -2 to 4 inches: fine sandy loam Bw -4 to 27 inches: gravelly fine sandy loam C -27 to 65 inches: gravelly fine sandy loam Properties and qualities Slope: 3 to 8 percent Percent of area covered with surface fragments: 1.6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.14to14.17 in/hr) Depth to water table: More than 80 inches 25 Custom Soil Resource Report Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Hydric soil r_ating: No Minor Components Paxton, very stony Percent of map unit: 5 percent Landform: Drumlins, hills, ground moraines Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Side slope, crest Down-slope shape: Linear, convex Across-slope shape: Convex Hydric soil rating: No Sutton, very stony Percent of map unit: 5 percent Landform: Hills, ground moraines Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Chatfield, very stony Percent of map unit: 3 percent Landform: Hills, ridges Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Crest, side slope, nose slope Down-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No Leicester, very stony Percent of map unit: 2 percent Landform: Drainageways, depressions Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes 4418-Gloucester fine sandy loam, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 99zz 26