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HomeMy WebLinkAbout21-39P Kilkenney Heights IITOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION APPLICATION FORM Application Number: 2 1 ' 330 RECE)VEE Official Receipt Date: I / Zo 2 1 VPC Application #: JUL 9 2021 SOUTH WINDSOR PLANNING DER APPLICANT: IMomy� Ott-'wxp "uikers IvIC.• PROJECT NAME: K)) Key\ He,1 4gi--s COMPLETE LOCATION OF PROPERTY: MQSk? 19KA CA 4 6e Road. OWNER OF RECORD ON LAND RECORDS: Mcunarirno Rui I Jets, (nr-. OWNERADDRESS: 40 CkAPel 14ac(, Unit 3-!= SOVf k W;yldse,r. c — o6o74 GIS PIN # 3 7%014 8 ZONE A'30 12 f- 00(002o24 � Z5 NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: batev,5F.eele� J.R. Rvsso+AsscG. LLc- RD.Rox 238 East Wi�dsw cr ogoeb 0(4-4923- 0I&M ds+telee �rrygo, cDm Estimated presentation time: 30 Mlm. THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table ❑ Site Plan of Development ❑ New ❑ General Plan of Development (Public Hearing and Certificate of Mailing Required) ❑ Modification Building(s) Sq Ft ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision - Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Required) for ❑ Temporary and Conditional Permit Renewal for ❑ Detached In Law Apartment or ❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) PLEASE NOTE: An Application Pending Sign is required to be posted on the property for all applications ten (10) days rior o being heard by the Commission. of Print Name of ApIplicant Print Name of Properly Owner Revised 2/26/2021 ✓ pWp =fq � 4 06" �, 0 54 October 13, 2021 Rob Mannarino Mannarino Builders, Inc. 400 Chapel Road, Unit 3-F South Windsor. CT06074 Dear Mr. Mannarino: PLANNING DEPARTMENT CERTIFIED MAIL 7019 2280 0001 5119 0525 Re: Appl. 21-39P, Kilkenney Heights II- request from Mannarino Builders Inc. for re -approval of the Special Exception to Section 7.14 and Site Plan approval for an Open Space Subdivision of 21.5+ acres, to create a total of 12 new lots, on property located at R024 and 420 Abbe Road, and 248 Maskel Road, A- 30 and RR zones (previously approved October 30, 2020) We are pleased to advise you that the Planning & Zoning Commission voted on October 12, 2021 to approve with modifications the above referenced application for a Special Exception and Site Plan for an Open Space Subdivision. This re -approval is for the development of property located at R024 and 420 Abbe Road and 248 Maskel Road, A-30 and RR zones as shown on plans prepared by J R Russo & Associates, Project No. 2019-022 as revised. This re -approval is subject to the following conditions: 1. This approval is for 11 new lots, numbered 1-11 and reconfiguration of lot 12. 2. Concrete sidewalks, built to Town specifications, shall be installed on both sides of Maskel Road parallel to Abbe Road and along the southerly side of Maskel Road perpendicular to Abbe Road terminating at Abbe Road. The Town Parks and Recreation Division agrees to maintain the new sidewalk along the property at 416 Abbe Road during the winter until such time as the owner sells the property and will file an agreement to that affect. 3. Drainage and construction for this subdivision is subject to the approval of the Town Engineer. 4. All lots shall be serviced by the Town of South Windsor sanitary sewer system and are subject to the approval of the Water Pollution Control Authority. 5. Water shall be supplied to this subdivision by CT Water. 6. This application is subject to the condition of approval of the Inland Wetlands Agency/Conservation Commission including bonds in the amounts of $20,000 for compliance with erosion and sediment control measures; a bond in the amount of $25,000 for the installation of the storm water structures; and a bond in the amount of $5,000 for plantings within the basin to be held for three years 7. A landscaping bond in the amount of $10,000 shall be posted prior to the issuance of the last Certificate of occupancy. 8. Street lighting shall be installed on streets, at intersections, and on cul-de-sacs in accordance with the policy established by the Chief of Police. Street lighting is to be coordinated with the Chief of Police, 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 1 Planning@SouthWindsor-CT.gov 9. Street names and locations of fire hydrants are subject to the approval of the Fire Marshal of the Town of South Windsor. Street names and supporting posts shall be installed by the developer in conformance with the standards of the Town of South Windsor, at no expense to the Town. 10. A liability insurance policy shall be submitted to this Commission naming the Town of South Windsor as an insured, with a combined single limit for bodily injury and/or property damage in the amount of $1,000,000. 11. Trees within the street trees easement and any other trees on land that is currently or will in the future become Town -owned land are to be planted in accordance with the enclosed Tree Planting Specifications. 12. Prior to commencement of any site work, a preconstruction meeting must be held with Town Staff. 13. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 14. All easements for conservation purposes, drainage or utilities, that may be required in connection with the approval of this subdivision, must be submitted on standard Town easement form where appropriate, to this Commission prior to filing the mylars and issuance of building permits. All deeds for open space, public improvements and roadways must be submitted prior to request for Town acceptance; all deeds must be in accordance with the policy for accepting deeds and must be approved by the Engineering Department and Town Attorney. 15. Footing drains are required for each house. Prior to the building of any structure on a lot, a topographic map, drawn to a scale of 1" = 40', shall be submitted for each lot in the subdivision, showing proposed contours, elevations and the location of the footing drains. No building permits will be issued until the proposed contours, floor elevations and location of footing drains have been approved by the Town Engineer. 16. If, for any reason, finished grading and other individual lot site work is not completed, the Town Engineer shall determine the amount of a cash bond to ensure final grading and site work. This cash bond must be submitted prior to issuance of a Certificate of Occupancy. 17. Quantity estimates must be submitted to the Town Engineer (on the enclosed form) for the purpose of determining subdivision bonding. All bonds shall conform to the enclosed bond policy and shall be posted prior to filing the final plans in the Town Clerk's office. If the developer chooses to submit a Letter of Credit for a one year term, said Letter of Credit must be renewed on a yearly basis until completion of the development. If a new Letter of Credit has not been received within 30 days before the expiration date, the Commission may, at its option, call the Letter it is holding. 18. A drainage assessment fee in the amount of $ 550.00 shall be submitted to this Commission. 19. No building permits will be issued until all modifications have been complied with, and the final plans have been filed in the Town Clerk's office. 20. Arborvitae plantings are to be planted in front of the property at 427 Abbe Road, at a location agreed upon between the property owner and developer, to minimize automobile light trespass. 21. All conservation easements and open space properties shall be marked in the field with open space and conservation easement metal property markers provided by the Town, to the satisfaction of the Environmental Planner. 22. In accordance with Section C.1.g of the subdivision regulations, a waiver of 25 feet has been granted to allow an open space access of 25 feet. 23, Dust control measures shall be implemented on the site and watering of the site shall be done on a regular basis. 24. The existing stone wall adjacent to 249 Maskel Road shall remain and protected as a part of the conservation easement on Lot 1. 25. The existing tree line along the northern property boundary shall be protected in the field. Efforts shall be made to preserve as many trees as possible. Any trees to be removed in that area shall be o flagged by the developer and subject to the review and approval of town staff. k lk 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 1 Planning@SeuthWindsor-CT.gov 26. Once the access from Abbe Road is established, to the extent feasible, all construction traffic shall use that as the primary entrance to the development. 27. The developer shall post wayfinding signage directing the public to the Town owned open space and posting private property, where appropriate, to indicate the end of the public access for recreational use. Black and white transparent mylars of Sheets # 3, 4 and 5 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. The attached Special Exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. Very truly yours, dJZ� pa(t oYt - Bart Pacekonis, Chairman Planning and Zoning Commission BP/cgo cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal �*70 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (660) 644-2511 Ext 329 1 Planning@SouthWindsar-CT.gav The Special Exception will take effect upon filing of this form. I, Bart Pacekonis, Chairman of the South Windsor Planning & Zoning Commission, hereby certify that on October 12, 2021 the Planning and Zoning Commission granted a special exception to Section 7.14 for a Site Plan of Development for an Open Space Subdivision of 21.5+ acres, to create a total of 12 new lots, on property located at R024 and 420 Abbe Road, and 248 Maskel Road, A-30 and RR zones (previously approved October 30, 2020) as shown on plans prepared by J R Russo & Associates, dated January 24, 2020 as revised. This approval is subject to the following modifications: 1. This approval is for 11 new lots, numbered 1-11 and reconfiguration of lot 12. 2. Concrete sidewalks, built to Town specifications, shall be installed on both sides of Maskel Road parallel to Abbe Road and along the southerly side of Maskel Road perpendicular to Abbe Road terminating at Abbe Road. The Town Parks and Recreation Division agrees to maintain the new sidewalk along the property at 416 Abbe Road during the winter until such time as the owner sells the property and will file an agreement to that affect. Drainage and construction for this subdivision is subject to the approval of the Town Engineer. 4. All lots shall be serviced by the Town of South Windsor sanitary sewer system and are subject to the approval of the Water Pollution Control Authority. 5. Water shall be supplied to this subdivision by CT Water. 6. This application is subject to the condition of approval of the Inland Wetlands Agency/Conservation Commission including bonds in the amounts of $20,000 for compliance with erosion and sediment control measures; a bond in the amount of $25,000 for the installation of the storm water structures; and a bond in the amount of $5,000 for plantings within the basin to be held for three years 7. A landscaping bond in the amount of $10,000 shall be posted prior to the issuance of the last Certificate of occupancy. 8. Street lighting shall be installed on streets, at intersections, and on cul-de-sacs in accordance with the policy established by the Chief of Police. Street lighting is to be coordinated with the Chief of Police. 9. Street names and locations of fire hydrants are subject to the approval of the Fire Marshal of the Town of South Windsor. Street names and supporting posts shall be installed by the developer in conformance with the standards of the Town of South Windsor, at no expense to the Town. 10. A liability insurance policy shall be submitted to this Commission naming the Town of South Windsor as an insured, with a combined single limit for bodily injury and/or property damage in the amount of $1,000,000. o' 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 1 Planning@SouthWintlsor-CT.gav 11. Trees within the street trees easement and any other trees on land that is currently or will in the future become Town -owned land are to be planted in accordance with the enclosed Tree Planting Specifications. 12. Prior to commencement of any site work, a preconstruction meeting must be held with Town Staff. 13. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 14. All easements for conservation purposes, drainage or utilities, that may be required in connection with the approval of this subdivision, must be submitted on standard Town easement form where appropriate, to this Commission prior to filing the mylars and issuance of building permits. All deeds for open space, public improvements and roadways must be submitted prior to request for Town acceptance; all deeds must be in accordance with the policy for accepting deeds and must be approved by the Engineering Department and Town Attorney. 15. Footing drains are required for each house. Prior to the building of any structure on a lot, a topographic map, drawn to a scale of 1" = 40', shall be submitted for each lot in the subdivision, showing proposed contours, elevations and the location of the footing drains. No building permits will be issued until the proposed contours, floor elevations and location of footing drains have been approved by the Town Engineer. 16. If, for any reason, finished grading and other individual lot site work is not completed, the Town Engineer shall determine the amount of a cash bond to ensure final grading and site work. This cash bond must be submitted prior to issuance of a Certificate of Occupancy. 17. Quantity estimates must be submitted to the Town Engineer (on the enclosed form) for the purpose of determining subdivision bonding. All bonds shall conform to the enclosed bond policy and shall be posted prior to filing the final plans in the Town Clerk's office. If the developer chooses to submit a Letter of Credit for a one year term, said Letter of Credit must be renewed on a yearly basis until completion of the development. If a new Letter of Credit has not been received within 30 days before the expiration date, the Commission may, at its option, call the Letter it is holding. 18. A drainage assessment fee in the amount of $ 550.00 shall be submitted to this Commission. 19. No building permits will be issued until all modifications have been complied with, and the final plans have been filed in the Town Clerk's office. 20. Arborvitae plantings are to be planted in front of the property at 427 Abbe Road, at a location agreed upon between the property owner and developer, to minimize automobile light trespass. 21. All conservation easements and open space properties shall be marked in the field with open space and conservation easement metal property markers provided by the Town, to the satisfaction of the Environmental Planner. 22. In accordance with Section C. Lg of the subdivision regulations, a waiver of 25 feet has o been granted to allow an open space access of 25 feet. Via, E s °`� 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 1 Planning@SouthWindsor-CT.gov 23. Dust control measures shall be implemented on the site and watering of the site shall be done on a regular basis. 24. The existing stone wall adjacent to 249 Maskel Road shall remain and protected as apart of the conservation easement on Lot 1. 25. The existing tree line along the northern property boundary shall be protected in the field. Efforts shall be made to preserve as many trees as possible. Any trees to be removed in that area shall be flagged by the developer and subject to the review and approval of town staff. 26. Once the access from Abbe Road is established, to the extent feasible, all construction traffic shall use that as the primary entrance to the development. 27. The developer shall post wayfinding signage directing the public to the Town owned open space and posting private property, where appropriate, to indicate the end of the public access for recreational use. ('OW 0-'3 � � L 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (960) 644-2511 Ext 329 1 Planning@SouthWindsar-CT.gov GIS PIN 57900248 SCHEDULE A All that certain piece or parcel of land, with the buildings and improvements thereon, situated on the easterly side of Maskel Road in the Town of South Windsor, County of Hartford and State of Connecticut, being known as 248 Maskel Road and shown as Lot No. 13 on a map entitled: KILKENNY HEIGHTS SUBDIVISION PLAN PREPARED FOR MANNARINO BUILDERS, INC. 320 ABBE ROAD SOUTH WINDSOR, CONNECTICUT Date: December 20, 2006 SCALE: 1 IN. = 60 FT. Revised 2-28-07 Misc. Revision 3-7-07 Eliminated Parcels B & C and Created Lots 12,14 & Parcel "A" Renamed Previous Lots 13 and 14 to Lots 16 and 17 4-2-07 Staff Comments; 4-5-07 Staff Comments; 4-25-07 Staff Comments; 5-6-07 Staff Comments; 6-18-07 Revised Lots 4 and 14 9-24-07 Revised Lots 1, 15 and 16 8-28-08 Reconfigured Lot 14 to Create Parcels "14-A", "14-B", "14-C", "14-D" & "14-E" Sheet 5 Alford Associates, Inc. Civil Engineers Windsor, Connecticut" on file in South Windsor Town Clerk's Office as Map No. 3577. OWNER OF RECORD: Mannarino Builders Inc. Dated at South Windsor, Connecticut this 13th day of October, 2021. In accordance with CGS Section 8-3d -1�5a �GiCG� naa Chairman Bart Pacek nis Planning & Zoning Commission Received for record this day of , 20, at South Windsor, Connecticut ATTEST: 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 1 Planning@SouthWindsor-CT.gau 1 TOWN OF SOUTH WINDSOR CHECKLIST OF REQUIRED SUBMISSION DOCUMENTS SUBDMSIONS/RESUBDMSIONS APPLICANT- PROJECT NAME This checklist must be signed by plan preparer (P.E/L.S) declaring that all required information is provided. Place a check mark for each item supplied. Subdivision Minor Regular I. PROJECT -PLOT INFORMATION A. General Information t/ 1. Appl. & owner name, address x x 2. Engineer & land surveyor name, address, license no. & seal x x V 3. Key map at 1" = 100' scale showing location of tract with reference to surrounding properties, streets, municipal boundaries, etc., within 500'. Key map must include: x x y a. Outline of buildings. b. Layout of streets and lots. c. Surrounding property boundaries -within 500 feet. d. Names of abutting property owners. y e. Proposed open spaces and recreation areas. f. Driveway cuts on abutting properties and any properties across from proposed site 2 Subdivision Minor Regular g. Distance to and name of nearest intersection street. / V 4. A schedule of required and provided zoning district requirements including lot area, lot frontage, lot depth,yard setbacks, open space. variances granted, etc. x x 5. North arrow and scale. x x ✓� 6. Appropriate certification block. x x 7. Date of original drawing and all revisions. x x 8. Name of development. x x B. Plot plan at I" = 40' scale an standard 18" x 24' or 24" x 36" sheets with a 1/2" ruled margin containing the following data. Developments which require more than two 24" x 36" sheets may submit the plot plan at 1" _ y100' scale. x x ✓/1. Metes and bounds description showing dimensions, bearings, curve data, length of tangents, radii, arcs, chords, and central angles for all centerlines and rights -of -way, and centerline curves on streets. Monuments are required at corners and angles of all new streets and new street lines, at all points of curvature and tangency, and at critical corners and angles of all new Town open space. Coordinates for monuments shall be in tabular form. x x l y 2. CGS datum shall be used on all subdivisions accessible to controls. The Town Engineer shall determine the accessibility of these controls. 3. Lot layout numbers, square footage of all lots, and all lot dimensions. Iron pins are required at all property angle points. No lots shall be divided on 2 sheets. x x ",'/4. Yard setbacks dimensioned. x x 5. Easements, noting grantors, grantees and purpose. x x must be shown in table format, e.g. below Grantor Grantee Type of Date Filed Vol/Pg Easement 3 Subdivision Minor Regular 6. Development phasing, if proposed. x x 7. Names of abutting property.owners. x x 8. Proposed street names (use approved list of names). x x V/ 9. All open space reserved for common or public uses. x x /10. Appropriate A-2 certification & LS seals. x x II Topographic map at same scale as plot plan containing all data included on the plot plan plus the following: 1. All existing structures, streets, wetlands and existing watercourses, or other environmentally structs sensitive areas, including enough data streets x beyond property boundaries to allow a wetlnds reasonable evaluation of the property's fldpin ecological relationship to surrounding 2. areas, 100 yr. floodplain. x Existing and proposed contours to extend a x sufficient amount beyond subject property, to determine the effects on the property as follows (town mapping): 100' x up to 3% grade: 1' contour interval 3% grade & over; 2' contour interval 3. Boundary limits, nature, and extent of wooded areas, specimen trees, and other significant physical features. x x 4. Existing system of drainage of subject site and of any larger tract or basin of which it is a part (can use Town stormwater x x study). / 5. Drainage area map. * x 6. Drainage calculations * x 7. Perc test data, preliminary indication of septic system feasibility if individual sanitary * x sewerage systems provided. 8. Proposed utility infrastructure plans, including sanitary sewer. water, storm water management. 9. Spot and finished elevations at all property corners, corners of all structures or dwellings, or proposed first floor elevations 10. Construction details (per standard specs.) 11. Road and paving cross -sections (per, standard specs). 12. Proposed street names. 13. Landscape plan and details. ✓� 14. Site identifications signs, traffic control signs, and directional signs. / 15. Sight triangles at new road intersections. 16. Sight triangles at driveway entrance (where there may be a question).. / ✓ 17. Vehicular and pedestrian circulation patterns (less detail necessary for preapplications, concept plan, and general plan of development. III . Plans and profiles (1" = 40' horizontally and 1" = 4' vertically) showing the following: a. Layout of streets in sections coordinated by stations with the profile. / b. Street plan showing roadways, drainage, and partial lot lines 4 Subdivision Minor Regular * x Subdivision Minor Regular c. Profile of roadway showing existing and finished grades, all tangent grades, and all vertical curve information x d. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations. Drainage pipe material to be described. x e. Typical/critical cross -sections where grading is outside street right-of-way or is at street right- of-way. x f. Where any storm drainage line discharges into an existing brook, sufficient profile of this / brook will be shown to determine conditions. x g. Profiles shall show all sanitary sewer lines and manholes, including pipe material, elevations, sizes, lengths, and slopes of pipes. Top of foundation elevations for habitable buildings shall be shown. * x �15. Traffic report (by traffic engineer) 16. Open space site improvement plan. * x 17. Architectural elevations/information per Sect. 8.70 of the zoning regulations * - if required by Town Engineer ALL INFORMATION REQUIRED ABOVE IS INCLUDED IN THIS APPLICATION AT THE TIME OF SUBMISSION. Date z7-Z, Plan Preparer (PE/LS) February 2002; updated 7/28/05; updated 6/7/11 W:\Planning Admin\Forms\Check Lists\Subdivisions Check List.doc Page 1 of 6 After recording return to: Willard & Alexander, LLC 225 Oakland Road, Suite 306 South Windsor, CT 06074 �282 5 Type: LAN WARRANTY DEED KEVIN P. CHARBONNEAU, of the Town of South Windsor, County of Hartford and State of Connecticut, for the consideration of TWO HUNDRED FIFTY THOUSAND AND 00/100 DOLLARS ($250,000.00) paid, grants to MANNARINO BUILDERS, INC., a Connecticut corporation with offices in the Town of South Windsor, County of Hartford and State of Connecticut, with WARRANTY COVENANTS; all that certain piece or parcel of land, being situated in the Town of South Windsor, County of Hartford and State of Connecticut and known as 248 Maskel Road and more particularly bounded and described in Schedule A attached hereto and made a part hereof. Said premises are conveyed subject to building lines and zoning restrictions, and easements all appearing of record, and all ordinances, municipal regulations, public or private laws and to taxes on the List of October 1, 2019, which the grantee herein assumes and agrees to pay as part consideration for this deed. Being the same premises conveyed by Warranty Deed of Robert J. Mongeon, Jr. to the Grantor herein dated September 9, 2011 and recorded in Volume 2204 at Page 69 of the South Windsor Land Records. Conveyance Tax Received State $ 1 /69-S a Local $ (ca&do Tbivh Clerk of South ' dsor Volume: 2825 Page: 116 Seq Page 2 of 6 Signed this 29th day of December, 2020 Signed and delivered in the presence of. RAa1p9�J/Alex�ander " Susan A. Carreiro e Kevin P. Charbo eau STATE OF CONNECTICUT ) ) ss. South Windsor December 29, 2020 COUNTY OF HARTFORD ) Personally Appeared Kevin P. Charbonneau, Signer of the foregoing Instrument, and acknowledged the same to be his free act and deed, before me. Ralph J Alexa er Commissioner of Superior Court Volume: 2825 Page: 116 Seq:2 Page 3 of 6 SC T4F:T)TTf .F A All that certain piece or parcel of land, with the buildings and improvements thereon, situated on the easterly side of Maskel Road in the Town of South Windsor, County of Hartford and State of Connecticut, being known as 248 Maskel Road and shown as Lot No. 13 on a map entitled: KILKENNY HEIGHTS SUBDIVISION PLAN PREPARED FOR MANNARINO BUILDERS, INC. 320 ABBE ROAD SOUTH WINDSOR, CONNECTICUT Date: December 20, 2006 SCALE: 1 IN. = 60 FT. Revised 2-28-07 Misc. Revision 3-7-07 Eliminated Parcels B & C and Created Lots 12, 14 & Parcel "A" Renamed Previous Lots 13 and 14 to Lots 16 and 17 4-2-07 Staff Comments; 4-5-07 Staff Comments; 4-25-07 Staff Comments; 5-6-07 Staff Comments; 6-18-07 Revised Lots 4 and 14 9-24-07 Revised Lots 1, 15 and 16 8-28-08 Reconfigured Lot 14 to Create Parcels "14-A", "14-B51, "14-C", 614-D" & "14-E" Sheet 5 Alford Associates, Inc. Civil Engineers Windsor, Connecticut" on file in South Windsor Town Clerk's Office as Map No. 3577. Received for Record at South Windsor, CT on 12130/2020 At 3:38:58 Pm Rr� Volume: 2825 Page: 116 Seq:3 Page 4 of 6 %ri� �u Return to: Willard & Alexander, LLC 224 Oakland Road, Suite 306 South Windsor, CT 06074 uwWiimrn�uimin�Wiiioimmm �zszso�'��s'�z� STATUTORY FORM WARRANTY DEED 1, ANITA J. ROY a/k/a ANITA L. ROY a/k/a ANITA LOUISE ROY, of the Town of South Windsor, County of Hartford and State of Connecticut (the "Grantor"), for the consideration of THREE HUNDRED THOUSAND AND 00/100 DOLLARS ($300,000.00) paid grants to MANNARINO BUILDERS, INC., a Connecticut corporation, having a place of business in the Town of South Windsor, County of Hartford and State of Connecticut (the "Grantee") with WARRANTY COVENANTS: A certain piece or parcel of land with the buildings and improvements thereon, situated in the Town of South Windsor, County of Hartford and State of Connecticut, known as R024 Abbe Road, and more fully described in Schedule A attached hereto and made a part hereof. Said premises are subject to any and all provisions of any ordinance, municipal regulation, or public or private law. Said premises are subject to Taxes due the Town of South Windsor on the List of October 1, 2019 and on the List of October 1, 2020, which taxes the Grantee herein assumes and agrees to pay as part consideration for this conveyance. Said premises are subject to riparian rights to a brook and a pond. Said premises are subject to a right of way easement in favor of The Connecticut Light and Power Company dated November 8, 1954 and recorded November 23, 1954 in Volume 50 at page 237 of the South Windsor Land Records. Said premises are subject to a Sewer Caveat recorded April 26, 1976 in Volume 207 at Page 276 of the South Windsor Land Records. Said premises are subject to easements, agreements and restrictions appearing of. record. (signature page to follow) Conveyance Tax Received State $ Local $. -1` Towh Clerk of South Wdidsor Volume: 2825 Page: 119 Seq: 1 Page 5 of 6 Signed this 30th day of December, 2020. Signed, sealed and delivered in the presence o David M. Barry, Jr. STATE OF CONNECTICUT) ) ss. COUNTY OF HARTFORD ) :5 �•���a Anita J. Roy a/k/a Anita L. Roy a/k/a Anita Louise Roy December 30, 2020 . Personally appeared Anita J. Roy a/k/a Anita L. Roy a/k/a Anita Louise Roy, as aforesaid, signer and sealer of the foregoing instrument, and acknowledged the same to be her free act and deed, before me. Davl M. Barry, Jr. Commissioner of the Superior Court Grantee's Address: 400 Chapel Street; Unit 3F South Windsor, CT 06074 F:\COMMERCIAL REAL ESTATE\Sale Files\Roy, Anita\FORMSMarranty Deed.docx Volume: 2825 Page: 119 Seq:2 Page 6 of 6 SCHEDULE A Property Description R024 Abbe Road South Windsor a care, thin piece or caroal of land, togetber with all improvements thsreoa, eitusted in the Town of 8outk Vindsor, County of Hartford and State of Connecticut, sore partloularly bounded gad described as followet Commencing at a point to the Easterly line of Abby Road. which @aid point is the Northwesterly corner of land of SenJasin P. Appleton, Jr.i thence in a Northerly direction alone the Easterly line of Abby Road, a distance of '_1ro Rundred Fifteen (2151) feet, more or Leos to a point at the Southwesterly corner of land of sestrios Abbe J�lsont thence burning in a �e neral Easterly direction and along land of the said Beatrice Abbe 'Filson, Clinton •1. Abbe, Relic Gedrim, add again on land of Clinton R. Abbe, in part on *sob, in all @ distance of fires On. "bousand Hundred Eighty (13801) feet, more or lose, too. point at land now or formerly of George Cedri+i thence in a genarRl Southerly direction and ale" land now or formerly of George ,edrim, a distance of Three stundred Seventy No (3721) feet more or le@s, to a ooint at 1Rnd now or forearly of Anna R. ttaekei and Hoses Haskel thence in a general xerterly direction and atolls land of the rAid Nnoksi's as aforesaid, a distance of five 4un4red fhirty (530) feat, more or Tres, to a pointt thence in a general Southerly direction end along larA now or formerly of Lana A. and Maws Knakel, a distance of One :undyed aighty (1801) feet, wre or lase, to s ppoints thence turning In a westerly direction and along land now or forssrly of Anna R. Naskel and Xneas Hookel, a distance of Six tundra$ 3igtaty (5301) feet, "re or less, to a point at land of the Grantees bereinI said latter point Basks the Southeasterly tartar of other land of the 3ranteee then** turning in a general Xortherly direction and along land of the Grantees herein, Salsa Puller, at ei, and tteajasin F. Appleton, Jr. in cut on each, in all, a distance of three Ual. red Twenty Pive 13251) feet to a point, said last point being the Northeasterly corner of land of 9enjasin F. Appleton, Jr.1 thenos turning in a general westerly direction and along land of 3e09bin P. tcoleton, Jr., a distauee of . o 1tundre4 (200) fast to a point In the Easterly line of Abby goad, which said point marks the coint and dace of beginning. Being a portion of the premises convey@d to the Grantor herein by Varanty os@d of Gabel I Davidson, sated February 20, 1921, end re- corded in vol. 27, at Page 159 of the Lan'. Records of the :own of South 'findeor, and balag a portion of the ororoisas eonveyvi to the Grantor herein by the Zatata of John etraugh, by ►dministrator's r@ed 4ate4 November 18, 1947, and recorded in "Ole 411 at Page 314 of tha Lend Records of the 'own of South Windsor. Excepting there from, a piece in a Warranty Deed from Joseph R. C. Roy and Anita J. Roy to Raymond S. Holcombe and Louis Arruda dated May 30, 1972 and recorded May 31, 1972 in Volume 150, at Page 279 of the South Windsor Land Records. Excepting therefrom a certain piece or parcel of land known as "Land To Be Conveyed To & Combined With N/F Anita Louise Roy Area=5,742 s.f." as shown on a map "Resubdivision Plan Kilkenny Heights II Maskel Road & Abbe Road South Windsor, Connecticut Map 139 Lot 7-13 Zone: A-30 Map 148 Lot 31 Zone: RR DATE 1-24-2020 SCALE 1"-60' JOB NUMBER 2019-022 SHEET 4 of 16 REVISIONS 3/23/20 Add monuments, existing access drives 8/12/20 10' street tree easmt. Per DPW 8/26/20 Update sheet total 10/5/20 Buffer easements, eliminate lot RUSSO • SURVEYORS • ENGINEERS SERVING CT & MA J.R. Russo & Associates, LLC 1 Shoham Rd East Windsor, CT 06088 CT • 860.623.0569 • MA 413.785.1158 www.orrusso.com info@irrusso.com", which map is on file in the South Windsor Town Clerk's office where a more particular description may be had. Received for Record at South Windsor, CT On 12/30/2020 At 3:41:26 pm Volume: 2825 Page: 119 Seq PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 8/9/21 TO: Michael Maniscalco, Michael Gantick, Walter Summers, Jeff Doolittle Ray Favreau, Chris Dougan, Heather Oatis, Kevin Cooney, Tony Manfre, John Caldwell, Andrea Confrancesco, Chris Duchesne, Vincent Stetson FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: App121-39P, Kilkenney Heights II Open Space Subdivision Location: Northern extension ® Site Plan ® Subdivision No. Acres 21 ac Zone RR & A-30 ❑ Industrial ® Commercial ❑ Residential No. Lots/Units 12 Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System Project Description: 12 lot open space subdivision Future Town -owned property involved? ® Yes ❑ No ® new street(s) ❑ new detention area ® new open space/recreation area ❑ active ®passive Planning Department notes: This request is for REAPPROVAL of the subdivision that was approved last year; developer intends to construct spring of 2022 (EXISTING APPROVAL EXPIRED) Please comment by 9/10/21 and return to the Planning Department. 06 C OWW SCq �( o � 5 ROON2�� December 7, 2021 Robert Mannarino Mannarino Builders, Inc. 400 Chapel Road, Unit 3-17 South Windsor, CT 06074 Dear Mr. Mannarino, Re: Appl. 21-39P, Kilkenny Heights II PLANNING DEPARTMENT We are pleased to advise you that the Planning & Zoning Commission voted on November 30, 2021 to grant two 90-day extensions for filing subdivision plans for the above referenced subdivision in the Town Clerk's office. The original filing deadline was October 31, 2021 and the new filing deadline is July 28, 2022. Sincerely, �a� dace% Bart Pacekonis, Chairman PLANNING & ZONING COMMISSION BP/cgo 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 1 Planning@SouthWindsor-CT.gov RUSSO SURVEYORS• ENGNEERS July 28, 2021 Michele R. Lipe, AICP Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Mannarino Builders — Kilkenney Heights II — Open Space Subdivision 248 Maskel Road & R024 Abbe Road Dear Michele, Enclosed for your review is our application on behalf of Mannarino Builders for a 12-Lot Open Space Subdivision extending Maskel Road to Abbe Road. This application is essentially identical to the application approved by the Planning & Zoning Commission on October 13, 2020. The only difference being that Mannarino Builders now owns the properties. The reason we are resubmitting this application is that the filing deadline for the previous approval expires on Thursday, July 29, 2021, and the applicant is unable to secure the required surety bond in time to file the mylars on the land records. The applicant regrettably underestimated the time it would take, in this present environment, to secure the necessary bond for the project. If the Commission approves this new application, he is prepared to start the bond process sooner to ensure it is posted within the required time limit. A pre -application conference regarding this project was held with the Commission on 10/15/19 and it was determined that an open space subdivision was preferred to a conventional subdivision due to the desirability of open space land contiguous with existing town open space. A second pre -application conference was held on 11/12/20 to confirm that a through road was preferred to a cul-de-sac extension. The applicant also received approval for this development from the Inland Wetlands Agency/Conservation Commission on January 15, 2020. As noted in our previous application, the subject parcel includes two lots totaling 21.58 acres. The proposed 12 lots have an average area of 23,078 s.f. with 12.25 acres preserved as open space and an additional 1.05 acres preserved by conservation easement within lots 1-4. Maskel Road will be extended approximately 1,130 feet to an intersection with Abbe Road. Stormwater runoff will be collected in a stormwater pond for detention and treatment prior to overflowing to the Abbe Road drainage system. The proposed development maintains existing drainage patterns and reduces peak discharge rates compared to pre -development conditions. Pagel of 5 Re: Mannarino Builders — Kilkenney Heights II — Open Space Subdivision 248 Maskel Road & R024 Abbe Road The stormwater basin will be located on a separate parcel A to be owned by the Town of South Windsor per staff comments. The subject parcel slopes from east to west toward Abbe Road at slopes of 13% to 2%. Due to the slope of the parcel, lots on the east side of the road will be cut into the slope while lots on the west side will be filled with walkout basements. Private yard drains are proposed on each lot on the east side to prevent water from draining over the sidewalk and to connect footing drains to the drainage system. Maskel Road has a sidewalk on the east side of the road. This walk will be extended to the open space access along the northern boundary of the property where the road will make a 90- degree turn to the west toward Abbe Road. A new sidewalk will also be provided on the west and south side of Maskel Road extension to Abbe Road. A stop sign and cross walk is proposed at the 90-degree turn to connect the two walking systems. Minor grading is proposed within the Abbe Road right-of-way to improve sight lines looking north over the crest of the road. A speed study was conducted on Abbe Road by a Traffic Engineer. The engineer's report and sight -line plan are included with the application. With the proposed improvements and speed management, adequate sight -line is provided. The development will be served by gas, electric and water service extending from the Maskel Road cul-de-sac. Sewer service will drain to the sewer main in Abbe Road. Street lights are proposed on the west and south side of Maskel Road consistent with the existing roadway. The open space parcel can be accessed from the existing town owned open space to the south and also from a new proposed access along the northern boundary of the subject parcel. A driveway apron and landscape plantings are proposed to mark this new entrance. A mowable access path will be cleared within the right-of-way and an access easement along the back of lots 6-12 will provide the town and public with access to the existing gravel service drive along the Eversource power lines boarding the west side of the proposed open space parcel. This will provide continuous connection of the open space property to the roadway extension. Section 8.4.B of the Zoning Regulations lists 14 review criteria which the Commission must consider in approving a Special Exception. We believe this application meets these criteria as follows: 1. The proposal is consistent with the goals and objectives of the Plan of Conservation and Development. The Plan of Conservation and Development encourages the preservation of open space. The primary advantage of an Open Space Subdivision is that it preserves significantly more land as open space than a conventional subdivision. Page 2 of 5 Re: Mannarino Builders — Kilkenney Heights II — Open Space Subdivision 248 Maskel Road & R024 Abbe Road Since Maskel Road was developed as an A20 & A30 subdivision, the lots are similar in size to this Open Space Subdivision. Therefore, this project will protect and maintain existing densities and patterns. Furthermore, the Residential Density Plan map in the POCD identifies nearby properties to the east and west as candidates for "required" Open Space Subdivisions. Clearly these developments were to be encouraged. Since the proposed open space has scenic view value based on its elevation, the preservation of highest elevations of this land is also consistent with the preservation goals of the POCD. The POCD also encourages the preservation of natural resources. In addition to the open space which contains a water course identified as Dry Brook, the isolated wetland area within the development will be preserved by a conservation easement. Finally, it should be noted that the extension of Maskel Road to Abbe Road is consistent with the POCD goal of connecting subdivisions and reducing cul-de-sacs. 2. The application has met the requirements of the zoning regulations. The Resubdivision Plan includes a Data Block demonstrating that each lot conforms with the Open Space Subdivision requirements in the zoning regulations. 3. The land is physically suited to the proposed use. The proposed Grading Plan demonstrates that the development can be constructed without adverse impacts to the surrounding properties. The existing slopes are less than 15% and suitable for residential buildings. Proposed slopes are 3:1 or flatter. 4. Minimal, if any, adverse environmental impacts are created. There are no wetland impacts from the development and stormwater will be treated with a stormwater basin prior to discharge. S. No traffic or other hazards will be created. The additional 12 lots (plus 1 existing lot) will not produce a significant increase in trip generation. Connecting the cul-de-sac to Abbe Road will provide an additional option for access. Suitable sight line can be achieved on Abbe Road with minor grading and speed management. 6. The impacts on the capacity of the present and proposed utilities, street, drainage systems, sidewalks, and other elements of the infrastructure will be minimal. Page 3 of 5 Re: Mannarino Builders — Kilkenney Heights II — Open Space Subdivision 248 Maskel Road & R024 Abbe Road Connecticut Water has indicated that service can be provided to the proposed lots. Other utilities will be continued from Maskel Road as well. Sewer service will not produce a significant increase in flows to Abbe Road. Stormwater peak flows will be reduced to Abbe Road. 7. There will be minimal or no adverse effects on existing uses in the area. The proposed single-family residential use is consistent with the surrounding single- family residential uses. Lot sizes are similar to those on Maskel Road and Abbe Road to the west. 8. Surrounding property values will be conserved. Property values of the new homes will be comparable to other new homes in the neighborhood and higher than older homes. 9. The character of the neighborhood will be maintained or minimally disrupted. The proposed lot sizes are similar to those on Maskel Road and Abbe Road to the west. Homes will be single family and similar in character to those on Maskel Road. 10. The general welfare of the community will be served. Adding new homes to the community will expand housing options. Adding open space will benefit all residents for passive recreational enjoyment. 11. There is a balance between neighborhood acceptance and community needs. The applicant requested a waiver to extend Maskel Road and avoid connecting to Abbe Road to avoid clearing of vegetation within the access strip. However, the Commission determined that the community need for extension of the road outweighed the benefit to the abutters that a cul-de-sac extension would afford. Specimen trees along the abutting properties have been preserved where possible. The stormwater basin and conservation easements provide additional separation from back yards. 12. Historic factors are adequately protected; or due consideration to preservation of historic factors has been demonstrated. There are no known historical factors which will be adversely impacted by the development. Page 4 of 5 Re: Mannarino Builders — Kilkenney Heights II — Open Space Subdivision 248 Maskel Road & R024 Abbe Road 13. The overall physical appearance of the proposed development is compatible with surrounding development and the Commission's goals for the neighborhood/corridor. The physical appearance of the proposed homes will be consistent with those already existing within the Maskel Road corridor. The same developer is proposing this second phase. 14. The architectural design is aesthetically pleasing and blends well into the surrounding area. The applicant has a good reputation and track record for building quality homes in South Windsor including the existing homes on Maskel Road. We believe that the proposed application complies with the zoning and subdivision regulations. We look forward to presenting this application at your next available Planning & Zoning Commission meeting. Let us know if you have any questions. Sincerely, 1 Dana Steele, P.E. J.R. Russo & Associates, LLC Page 5 of 5 DRAINAGE REPORT KILKENNEY HEIGHTS II 13-Lot Open Space Subdivision Maskel Road & Abbe Road South Windsor, Connecticut December 20, 2019 Revised October 1, 2020 Prepare For: Mannarino Builders, Inc. 400 Chapel Road, unit 3-F South Windsor, Ct. 06074 Prepared By: Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Contents Project Summary ....................................................................................................................................... - 3 - Property .................................................................................................................................................... - 3 - Soil Evaluation ........................................................................................................................................... - 3 - Hydraulic & Hydrologic Calculations ......................................................................................................... - 3 - Conclusion ................................................................................................................................................. - 6 - Appendix ................................................................................................................................................... - 7 -  A - Pre-Development Drainage Area Map, 1”= 100’ (11”x17” sheet)  B - Post-Development Drainage Area Map, 1”= 100’ (11”x17” sheet)  C - NOAA Rainfall Data, Web Soil Survey & Soil Descriptions  D - HydroCAD Pre & Post Analysis  E – Pipe Sizing Chart & Gutter Flow Analysis Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Project Summary Mannarino Builders, Inc. proposes to construct a 13-Lot open space subdivision on Maskel Road and Abbe Road in South Windsor, Connecticut. 12.32 acres will be preserved as open space. Another 0.8 acres will be preserved by conservation easement. The development includes the extension of Maskel Road to Abbe Road and the construction of a stormwater collection, treatment and detention system including a stormwater pocket pond. This report analyzes the performance of this stormwater system and demonstrates compliance with the Town’s public improvement specifications for stormwater design. Property The subject parcel includes two lots totally 21.58 acres north of the Maskel Road cul-de-sac and east of Abbe Road. The subject parcel has frontage on both Maskel Road and Abbe Road. The property contains an intermittent watercourse in the northeast corner identified as Dry Brook. The parcel also contains an isolated wetland (8,866 s.f.) along the western boundary. A 175’ wide utility pole easement runs north and south along the east side of Maskel Road. The parcel slopes from east to west to the isolated wetland and then into a drainage ditch along the northern boundary where it discharges to the town drainage system in Abbe Road. Soil Evaluation The Web Soil Survey identifies the on-site soils as primarily Wapping Very Find Sandy Loam, which is classified as HSG C soil. The soils survey and descriptions are attached to the Appendix C of this report. Hydraulic & Hydrologic Calculations A stormwater pocket pond is proposed to provide treatment and detention of stormwater. The performance of the basin was analyzed using the SCS Unit Hydrograph Method and HydroCAD 10.00 software. The attached report details the results of this analysis. Rainfall depth for the 100, 25, 10 and 2-year design storms were taken from online NOAA Rainfall Data (Appendix C). Hydrographs for these storms were generated using a Type III, 24-hour rainfall and routed through the prosed basin. Runoff curve numbers were initially selected for pre-development and post-development conditions assuming HSG C soils. These curve numbers produced higher peak flow rates than Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT expected for pre-development conditions. Using typical C soil CN values for woods (70) produces a 10-year predevelopment peak flow of 9.98 cfs. The runoff from the site collects in a 15” ACCMP pipe on Abbe Road which does not have capacity for this flow. The Town Engineer was not aware of any reports of flooding at Abbe Road so it is unlikely this rate is reflective of actual conditions. Another indication that the typical C soil CN values are too high for this site is that a Rational Method analysis also produces lower peak rates. In accordance with the Town’s guidelines we prepared a Rational Method analysis of the roadway pipe network for initial pipe sizing purposes. This analysis produced a 10-year peak discharge to the stormwater basin of 9.2 cfs. Using the typical C soil CN values produces a peak flow of 13.03 cfs to the basin, an inconsistent result. To calibrate the hydrologic model, we selected CN values between the typical B and C soils as follows: Table 1 – CN Value Comparison Description B-Soils C-Soils Calibrated Soils Woods 55 70 61 Lawn 61 74 67 Wetlands (D soil) 77 Impervious 98 98 98 Using the calibrated CN values, the peak flows for predevelopment conditions were reduced from 9.98 cfs to 6.62 cfs which is more consistent with the observed conditions downstream. It also imposes a stricter limitation on discharge from the development. Using the calibrated CN values and an equivalent Tc produced a peak flow of 11.40 which matches the Rational Method analysis. This indicates the selected CN values are appropriate. Time of concentration for the existing conditions was calculated using sheet flow, shallow concentrated flow and open channel flow for the most remove travel path within each watershed. Since time of concentration is greatly influenced by sheet flow, we conservatively assumed a much longer sheet flow for existing conditions than for proposed conditions. Time of concentration for the smaller watersheds to each drainage structure were assumed to be 5 minutes for mostly paved areas and 10 minutes for mostly lawn areas. This is consistent with CT DOT Drainage Manual practices. The flow path for Tc calculation is depicted on the attached Pre and Post Development Drainage Area Maps in Appendix A&B. Pipes were sized for the 10-year storm to maintain at least 12” of freeboard below the structure top of frame. The Rational Method Pipe Sizing Chart comparing 10-year flow to pipe full flow capacity is attached for reference in Appendix E. But the HydroCAD report in Appendix D provides a comprehensive hydraulic grade analysis of the pipe system. Watershed areas for Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT each structure are depicted on the attached Post Development Drainage Area Map in Appendix B. To demonstrate compliance with the minimum freeboard requirement, the hydraulic analysis from the HydroCAD report is summarized in table 2 below. Table 2 – Hydraulic Grade Line Analysis (10-Year Storm) STR# TF HGL Freeboard YD#1 313.00 306.64 6.36 YD#2 309.38 306.24 3.14 YD#3 308.38 305.38 3.00 YD#4 307.39 304.32 3.07 CB#1 308.60 305.61 2.99 CB#2 308.60 304.04 4.56 YD#5 304.94 302.00 2.94 CB#2A 306.65 301.84 4.81 CB#3 304.48 301.40 3.08 YD#6 302.54 299.72 2.82 CB#4 304.48 299.66 4.82 YD#7 302.79 298.43 4.36 CB#5 302.90 298.26 4.64 CB#6 299.49 297.05 2.44 CB#7 299.49 297.05 2.44 DMH#1 299.00 296.52 2.48 DMH#2 299.50 290.33 9.17 YD#8 290.50 287.39 3.11 CB#9 290.76 287.39 3.37 CB#10 290.76 287.39 3.37 Water Quality Treatment The stormwater pond includes a permanent pool below the outlet elevation (294.0) which provides for removal of total suspended solids (TSS) through settlement. A sediment forebay is provided at the pipe inlet for pre-treatment. An aquatic bench is provided between the forebay and permanent pool to provide additional filtration and pollutant removal. The permanent pool is sized to meet or exceed the minimum water quality volume as defined by the CT DEP Stormwater Quality Manual. While not all the site follows through the treatment basin, we have maximized the treated area to the maximum extent practicable and conservatively calculated the WQV based on the entire site. The required WQV is computed as follows: WQV = (1”) [0.05+0.009(I)] (A)/12 x 43,560 Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Where, I = Impervious Coverage (%) = 19.64% A = Watershed Area (ac.) = 7.648 ac. Therefore, WQV = (1”) [0.05+0.009(19.64)] (7.648)/12 x 43,560 = 6,295 c.f. The proposed pond has a permanent pool volume of 7,651 c.f. below the outlet elevation 294.0, which exceeds the minimum required volume. A portion of this permanent pool storage is provided in the forebay which is designed to trap course sediment prior to discharge to the rest of the pond. The forebay should contain at least 10% of the WQV or 630 c.f. The forebay has a capacity of 2,021 c.f. below elevation 293.5. The surplus storage capacity in the forebay provides ample room for sediment storage. Hydrographs for the proposed watershed areas were routed through the pond and outlet pipe to determine post-development discharge rates and compare to existing rate. The pre and post development analysis from the HydroCAD report are summarized in Table 3 below. Table 3 – Pre & Post Development Peak Flow Rates (cfs) Storm Pre Q Post Q 2-year 1.43 1.07 10-year 6.22 5.18 25-year 10.03 8.70 100-year 16.66 13.27 This analysis demonstrates that the prosed development will not increase peak flow rates to the town drainage system in Abbe Road. Conclusion Based on this analysis, it is our professional opinion that the proposed development will not adversely impact downstream properties. Stormwater will be adequate treated for TSS and other pollutants. Peak rates will not increase. Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Appendix Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT A - Pre-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT B - Post-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT C - NOAA Rainfall Data, Web Soil Survey & Soil Descriptions Soil Map—State of Connecticut (Maskel Rd Extension) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 346376804637720463776046378004637840463788046379204637680463772046377604637800463784046378804637920703990704030704070704110704150704190704230704270704310704350 703990 704030 704070 704110 704150 704190 704230 704270 704310 704350 41° 52' 1'' N 72° 32' 32'' W41° 52' 1'' N72° 32' 15'' W41° 51' 52'' N 72° 32' 32'' W41° 51' 52'' N 72° 32' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,820 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 27, 2016—Oct 30, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—State of Connecticut (Maskel Rd Extension) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6 Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony 0.0 0.1% 53A Wapping very fine sandy loam, 0 to 3 percent slopes 0.4 3.4% 54B Wapping very fine sandy loam, 2 to 8 percent slopes, very stony 6.2 51.7% 66B Narragansett silt loam, 2 to 8 percent slopes 3.9 32.1% 67B Narragansett silt loam, 3 to 8 percent slopes, very stony 1.5 12.7% Totals for Area of Interest 12.1 100.0% Soil Map—State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 3 of 3 State of Connecticut 66B—Narragansett silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 9lq3 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 2 to 8 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 high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Map Unit Description: Narragansett silt loam, 2 to 8 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 2 Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Leicester Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Unnamed, red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Narragansett silt loam, 2 to 8 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 2 State of Connecticut 53A—Wapping very fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9lp6 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Wapping and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wapping Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 11 inches: very fine sandy loam Bw1 - 11 to 16 inches: very fine sandy loam Bw2 - 16 to 20 inches: very fine sandy loam 2C1 - 20 to 28 inches: gravelly sandy loam 2C2 - 28 to 36 inches: gravelly loamy sand 2C3 - 36 to 80 inches: 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: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Map Unit Description: Wapping very fine sandy loam, 0 to 3 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 2 Hydric soil rating: No Minor Components Narragansett Percent of map unit: 5 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Leicester Percent of map unit: 5 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Wilbraham Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Menlo Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Ludlow Percent of map unit: 2 percent Landform: Drumlins, hills Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Watchaug Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Wapping very fine sandy loam, 0 to 3 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 2 State of Connecticut 6—Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony Map Unit Setting National map unit symbol: 2wh25 Elevation: 0 to 790 feet Mean annual precipitation: 36 to 53 inches Mean annual air temperature: 41 to 54 degrees F Frost-free period: 140 to 220 days Farmland classification: Not prime farmland Map Unit Composition Wilbraham, extremely stony, and similar soils: 60 percent Menlo, extremely stony, and similar soils: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wilbraham, Extremely Stony Setting Landform: Ground moraines, drumlins, hills, drainageways, depressions Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Head slope, base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Red coarse-loamy lodgment till derived from basalt and/or sandstone and shale Typical profile Oe - 0 to 2 inches: moderately decomposed plant material Ap - 2 to 10 inches: silt loam Bw1 - 10 to 21 inches: silt loam Bw2 - 21 to 27 inches: silt loam Cd - 27 to 63 inches: gravelly loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: 16 to 35 inches to densic material Natural drainage class: Poorly drained Runoff class: Low 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 0 to 10 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 5.9 inches) Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 3 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C/D Hydric soil rating: Yes Description of Menlo, Extremely Stony Setting Landform: Drainageways, depressions Down-slope shape: Concave Across-slope shape: Concave Parent material: Coarse-loamy lodgment till derived from basalt and/or sandstone and shale Typical profile Oa - 0 to 5 inches: highly decomposed plant material A - 5 to 16 inches: mucky silt loam Bg1 - 16 to 22 inches: flaggy very fine sandy loam Bg2 - 22 to 27 inches: flaggy fine sandy loam Cd1 - 27 to 40 inches: fine sandy loam Cd2 - 40 to 60 inches: fine sandy loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: 20 to 36 inches to densic material Natural drainage class: Very poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: Frequent Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C/D Hydric soil rating: Yes Minor Components Watchaug Percent of map unit: 5 percent Landform: Ground moraines, hills Landform position (two-dimensional): Backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 3 Ludlow Percent of map unit: 5 percent Landform: Hills, drumlins Landform position (two-dimensional): Summit, footslope, backslope Landform position (three-dimensional): Crest, side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 3 of 3 Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT D - HydroCAD Pre & Post Analysis 1S YD1 2S YD2 3S YD3 4S YD4 5S CB1 6S CB2 7S YD5 9S YD6 10S CB3 11S CB4 12S YD7 13S CB5 14S CB6 15S CB7 19S CB8 20S S1 21S CB9 22S CB10 24E PRE 1YCB YD1 2YCB YD2 3YCB YD3 4YCB YD4 5CCB CB1 6CCB CB2 7YCB YD5 8CCB CB2A 9YCB YD6 10CCB CB3 11CCB CB4 12YCB YD7 13CCB CB5 14CCB CB6 15CCB CB7 18DCB DMH1 19P POND 20DCB DMH2 21CCB CB9 22CCB CB10 25PCB YD8 23P POST Routing Diagram for 2019-022 Mannarino Maskel Rd Rev2 Prepared by J.R. Russo & Associates LLC, Printed 10/5/2020 HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 2HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=27,059 sf 7.56% Impervious Runoff Depth>0.70"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=0.38 cfs 0.036 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>0.75"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=0.25 cfs 0.024 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>0.80"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.23 cfs 0.021 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>0.80"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=0.28 cfs 0.026 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>2.21"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=0.58 cfs 0.041 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>2.49"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=0.62 cfs 0.046 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>0.85"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=0.26 cfs 0.024 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>0.85"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.22 cfs 0.020 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>2.21"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.38 cfs 0.028 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>2.49"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.42 cfs 0.031 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>0.85"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.17 cfs 0.015 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>2.49"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.26 cfs 0.019 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>2.92"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.27 cfs 0.022 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>1.43"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=0.56 cfs 0.040 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>0.75"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=2.30 cfs 0.240 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>0.57"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=0.14 cfs 0.015 af Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 3HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>2.92"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.29 cfs 0.023 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>1.95"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=0.41 cfs 0.029 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>0.42"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=1.43 cfs 0.287 af Peak Elev=306.33' Inflow=0.38 cfs 0.036 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=0.38 cfs 0.036 af Peak Elev=305.89' Inflow=0.61 cfs 0.060 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=0.61 cfs 0.060 af Peak Elev=304.95' Inflow=0.80 cfs 0.081 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=0.80 cfs 0.081 af Peak Elev=303.79' Inflow=1.01 cfs 0.107 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=1.01 cfs 0.107 af Peak Elev=305.47' Inflow=0.58 cfs 0.041 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=0.58 cfs 0.041 af Peak Elev=303.59' Inflow=1.51 cfs 0.194 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=1.51 cfs 0.194 af Peak Elev=301.69' Inflow=0.26 cfs 0.024 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.26 cfs 0.024 af Peak Elev=301.36' Inflow=1.77 cfs 0.217 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=1.77 cfs 0.217 af Peak Elev=299.27' Inflow=0.22 cfs 0.020 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=0.22 cfs 0.020 af Peak Elev=301.29' Inflow=0.38 cfs 0.028 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.38 cfs 0.028 af Peak Elev=298.98' Inflow=2.43 cfs 0.295 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=2.43 cfs 0.295 af Peak Elev=298.24' Inflow=0.17 cfs 0.015 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.17 cfs 0.015 af Peak Elev=297.76' Inflow=2.69 cfs 0.329 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=2.69 cfs 0.329 af Peak Elev=296.40' Inflow=0.27 cfs 0.021 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.27 cfs 0.021 af Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 4HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=296.39' Inflow=3.05 cfs 0.390 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=3.05 cfs 0.390 af Peak Elev=295.60' Inflow=3.05 cfs 0.390 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=3.05 cfs 0.390 af Peak Elev=295.31' Storage=19,857 cf Inflow=4.77 cfs 0.630 afPond 19P: POND Outflow=0.99 cfs 0.503 af Peak Elev=289.47' Inflow=0.99 cfs 0.502 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=0.99 cfs 0.502 af Peak Elev=286.44' Inflow=0.34 cfs 0.038 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.34 cfs 0.038 af Peak Elev=286.43' Inflow=1.07 cfs 0.567 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=1.07 cfs 0.567 af Peak Elev=286.52' Inflow=0.14 cfs 0.015 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=0.14 cfs 0.015 af Inflow=1.07 cfs 0.566 afLink 23P: POST Primary=1.07 cfs 0.566 af Total Runoff Area = 16.457 ac Runoff Volume = 0.985 af Average Runoff Depth = 0.72" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 5HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=27,059 sf 7.56% Impervious Runoff Depth>1.87"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=1.14 cfs 0.097 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>1.95"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=0.73 cfs 0.061 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>2.02"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.64 cfs 0.054 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>2.02"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=0.79 cfs 0.066 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>3.97"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.01 cfs 0.074 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>4.30"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.04 cfs 0.079 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>2.10"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=0.70 cfs 0.059 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>2.10"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.59 cfs 0.049 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>3.97"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.67 cfs 0.049 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>4.30"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.70 cfs 0.053 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>2.10"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.46 cfs 0.038 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>4.30"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.43 cfs 0.033 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>4.75"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.43 cfs 0.035 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>2.97"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=1.18 cfs 0.084 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>1.94"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=6.72 cfs 0.624 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>1.64"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=0.49 cfs 0.042 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 6HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>4.75"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.46 cfs 0.037 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>3.66"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=0.75 cfs 0.054 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>1.35"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=6.22 cfs 0.925 af Peak Elev=306.64' Inflow=1.14 cfs 0.097 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=1.14 cfs 0.097 af Peak Elev=306.24' Inflow=1.81 cfs 0.158 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=1.81 cfs 0.158 af Peak Elev=305.38' Inflow=2.36 cfs 0.211 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=2.36 cfs 0.211 af Peak Elev=304.32' Inflow=2.93 cfs 0.277 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=2.93 cfs 0.277 af Peak Elev=305.61' Inflow=1.01 cfs 0.074 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=1.01 cfs 0.074 af Peak Elev=304.04' Inflow=3.77 cfs 0.430 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=3.77 cfs 0.430 af Peak Elev=302.00' Inflow=0.70 cfs 0.059 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.70 cfs 0.059 af Peak Elev=301.84' Inflow=4.24 cfs 0.488 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=4.24 cfs 0.488 af Peak Elev=299.72' Inflow=0.59 cfs 0.049 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=0.59 cfs 0.049 af Peak Elev=301.40' Inflow=0.67 cfs 0.049 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.67 cfs 0.049 af Peak Elev=299.66' Inflow=5.39 cfs 0.639 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=5.39 cfs 0.639 af Peak Elev=298.43' Inflow=0.46 cfs 0.038 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.46 cfs 0.038 af Peak Elev=298.26' Inflow=5.98 cfs 0.710 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=5.98 cfs 0.710 af Peak Elev=297.05' Inflow=0.43 cfs 0.035 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.43 cfs 0.035 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 7HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=297.05' Inflow=6.63 cfs 0.828 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=6.63 cfs 0.828 af Peak Elev=296.52' Inflow=6.63 cfs 0.827 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=6.63 cfs 0.827 af Peak Elev=296.24' Storage=32,400 cf Inflow=11.40 cfs 1.449 afPond 19P: POND Outflow=4.96 cfs 1.282 af Peak Elev=290.33' Inflow=4.96 cfs 1.281 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=4.96 cfs 1.281 af Peak Elev=287.39' Inflow=0.75 cfs 0.079 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.75 cfs 0.079 af Peak Elev=287.39' Inflow=5.18 cfs 1.413 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=5.18 cfs 1.413 af Peak Elev=287.39' Inflow=0.49 cfs 0.042 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=0.49 cfs 0.042 af Inflow=5.18 cfs 1.411 afLink 23P: POST Primary=5.18 cfs 1.411 af Total Runoff Area = 16.457 ac Runoff Volume = 2.513 af Average Runoff Depth = 1.83" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 8HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=27,059 sf 7.56% Impervious Runoff Depth>2.72"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=1.69 cfs 0.141 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>2.81"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=1.07 cfs 0.088 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>2.90"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.93 cfs 0.077 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>2.90"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=1.14 cfs 0.094 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>5.08"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.27 cfs 0.095 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>5.42"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.29 cfs 0.099 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>3.00"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=1.01 cfs 0.083 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>3.00"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.85 cfs 0.070 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>5.08"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.85 cfs 0.063 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>5.42"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.87 cfs 0.067 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>3.00"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.66 cfs 0.055 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>5.42"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.53 cfs 0.041 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>5.89"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.54 cfs 0.043 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>4.00"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=1.58 cfs 0.112 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>2.81"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=9.88 cfs 0.900 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>2.44"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=0.75 cfs 0.063 af Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 9HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>5.89"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.57 cfs 0.046 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>4.75"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=0.96 cfs 0.070 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>2.07"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=10.03 cfs 1.422 af Peak Elev=306.85' Inflow=1.69 cfs 0.140 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=1.69 cfs 0.140 af Peak Elev=306.49' Inflow=2.68 cfs 0.228 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=2.68 cfs 0.228 af Peak Elev=305.84' Inflow=3.47 cfs 0.305 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=3.47 cfs 0.305 af Peak Elev=304.90' Inflow=4.30 cfs 0.400 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=4.30 cfs 0.400 af Peak Elev=305.68' Inflow=1.27 cfs 0.095 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=1.27 cfs 0.095 af Peak Elev=304.45' Inflow=5.36 cfs 0.594 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=5.36 cfs 0.594 af Peak Elev=302.52' Inflow=1.01 cfs 0.083 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.01 cfs 0.083 af Peak Elev=302.37' Inflow=6.01 cfs 0.677 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=6.01 cfs 0.677 af Peak Elev=300.52' Inflow=0.85 cfs 0.070 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=0.85 cfs 0.070 af Peak Elev=301.46' Inflow=0.85 cfs 0.063 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.85 cfs 0.063 af Peak Elev=300.44' Inflow=7.44 cfs 0.877 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=7.44 cfs 0.877 af Peak Elev=299.39' Inflow=0.66 cfs 0.055 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.66 cfs 0.055 af Peak Elev=299.37' Inflow=8.23 cfs 0.972 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=8.23 cfs 0.972 af Peak Elev=298.36' Inflow=0.54 cfs 0.043 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.54 cfs 0.043 af Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 10HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=298.36' Inflow=9.05 cfs 1.127 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=9.05 cfs 1.127 af Peak Elev=297.48' Inflow=9.05 cfs 1.126 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=9.05 cfs 1.126 af Peak Elev=296.73' Storage=39,844 cf Inflow=16.29 cfs 2.025 afPond 19P: POND Outflow=8.38 cfs 1.837 af Peak Elev=292.20' Inflow=8.38 cfs 1.835 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=8.38 cfs 1.835 af Peak Elev=288.69' Inflow=1.07 cfs 0.109 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.07 cfs 0.109 af Peak Elev=288.69' Inflow=8.70 cfs 2.012 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=8.70 cfs 2.012 af Peak Elev=288.70' Inflow=0.75 cfs 0.063 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=0.75 cfs 0.063 af Inflow=8.70 cfs 2.010 afLink 23P: POST Primary=8.70 cfs 2.010 af Total Runoff Area = 16.457 ac Runoff Volume = 3.632 af Average Runoff Depth = 2.65" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 11HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=27,059 sf 7.56% Impervious Runoff Depth>4.14"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=2.61 cfs 0.215 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>4.26"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=1.63 cfs 0.134 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>4.37"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=1.41 cfs 0.116 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>4.37"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=1.73 cfs 0.142 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>6.82"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.68 cfs 0.128 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>7.18"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.69 cfs 0.132 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>4.48"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=1.52 cfs 0.125 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>4.48"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=1.28 cfs 0.105 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>6.82"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=1.12 cfs 0.085 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>7.18"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=1.14 cfs 0.089 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>4.48"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.99 cfs 0.082 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>7.18"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.70 cfs 0.054 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>7.66"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.69 cfs 0.056 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>5.64"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=2.20 cfs 0.159 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>4.25"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=15.09 cfs 1.364 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>3.81"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=1.19 cfs 0.098 af Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 12HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>7.66"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.73 cfs 0.060 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>6.47"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=1.29 cfs 0.096 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>3.34"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=16.66 cfs 2.291 af Peak Elev=309.20' Inflow=2.61 cfs 0.214 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=2.61 cfs 0.214 af Peak Elev=309.17' Inflow=4.11 cfs 0.348 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=4.11 cfs 0.348 af Peak Elev=309.02' Inflow=5.31 cfs 0.464 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=5.31 cfs 0.464 af Peak Elev=308.61' Inflow=6.55 cfs 0.605 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=6.55 cfs 0.605 af Peak Elev=308.26' Inflow=1.68 cfs 0.128 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=1.68 cfs 0.128 af Peak Elev=308.26' Inflow=7.94 cfs 0.864 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=7.94 cfs 0.864 af Peak Elev=307.60' Inflow=1.52 cfs 0.125 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.52 cfs 0.125 af Peak Elev=307.48' Inflow=8.92 cfs 0.988 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=8.92 cfs 0.988 af Peak Elev=306.10' Inflow=1.28 cfs 0.105 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=1.28 cfs 0.105 af Peak Elev=306.02' Inflow=1.12 cfs 0.085 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.12 cfs 0.085 af Peak Elev=306.02' Inflow=10.79 cfs 1.266 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=10.79 cfs 1.266 af Peak Elev=303.61' Inflow=0.99 cfs 0.082 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.99 cfs 0.082 af Peak Elev=303.56' Inflow=11.81 cfs 1.401 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=11.81 cfs 1.401 af Peak Elev=301.32' Inflow=0.69 cfs 0.056 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.69 cfs 0.056 af Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 13HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=301.32' Inflow=12.97 cfs 1.615 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=12.97 cfs 1.615 af Peak Elev=299.30' Inflow=12.97 cfs 1.614 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=12.97 cfs 1.614 af Peak Elev=297.64' Storage=55,131 cf Inflow=24.11 cfs 2.977 afPond 19P: POND Outflow=12.74 cfs 2.761 af Peak Elev=296.34' Inflow=12.74 cfs 2.759 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=12.74 cfs 2.759 af Peak Elev=291.57' Inflow=1.60 cfs 0.158 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.60 cfs 0.158 af Peak Elev=291.57' Inflow=13.27 cfs 3.010 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=13.27 cfs 3.010 af Peak Elev=291.57' Inflow=1.19 cfs 0.098 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=1.19 cfs 0.098 af Inflow=13.27 cfs 3.007 afLink 23P: POST Primary=13.27 cfs 3.007 af Total Runoff Area = 16.457 ac Runoff Volume = 5.529 af Average Runoff Depth = 4.03" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 14HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: YD1 Runoff = 1.14 cfs @ 12.15 hrs, Volume= 0.097 af, Depth> 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 6,916 61 Woods, Good, HSG C * 18,098 67 >75% Grass cover, Good, HSG C 2,045 98 Roofs, HSG C 27,059 68 Weighted Average 25,014 92.44% Pervious Area 2,045 7.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 2S: YD2 Runoff = 0.73 cfs @ 12.15 hrs, Volume= 0.061 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 3,794 61 Woods, Good, HSG C * 10,852 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 16,406 69 Weighted Average 14,646 89.27% Pervious Area 1,760 10.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 3S: YD3 Runoff = 0.64 cfs @ 12.15 hrs, Volume= 0.054 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 15HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,408 61 Woods, Good, HSG C * 10,991 67 >75% Grass cover, Good, HSG C 1,490 98 Roofs, HSG C 13,889 70 Weighted Average 12,399 89.27% Pervious Area 1,490 10.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 4S: YD4 Runoff = 0.79 cfs @ 12.15 hrs, Volume= 0.066 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,905 61 Woods, Good, HSG C * 13,347 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 17,012 70 Weighted Average 15,252 89.65% Pervious Area 1,760 10.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 5S: CB1 Runoff = 1.01 cfs @ 12.07 hrs, Volume= 0.074 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 2,152 67 >75% Grass cover, Good, HSG C 7,624 98 Roofs, HSG C 9,776 91 Weighted Average 2,152 22.01% Pervious Area 7,624 77.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 16HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: CB2 Runoff = 1.04 cfs @ 12.07 hrs, Volume= 0.079 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,215 67 >75% Grass cover, Good, HSG C 8,376 98 Roofs, HSG C 9,591 94 Weighted Average 1,215 12.67% Pervious Area 8,376 87.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 7S: YD5 Runoff = 0.70 cfs @ 12.15 hrs, Volume= 0.059 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 12,782 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 14,542 71 Weighted Average 12,782 87.90% Pervious Area 1,760 12.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 9S: YD6 Runoff = 0.59 cfs @ 12.15 hrs, Volume= 0.049 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 10,505 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 12,265 71 Weighted Average 10,505 85.65% Pervious Area 1,760 14.35% Impervious Area Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 17HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 10S: CB3 Runoff = 0.67 cfs @ 12.07 hrs, Volume= 0.049 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,513 67 >75% Grass cover, Good, HSG C 5,003 98 Roofs, HSG C 6,516 91 Weighted Average 1,513 23.22% Pervious Area 5,003 76.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11S: CB4 Runoff = 0.70 cfs @ 12.07 hrs, Volume= 0.053 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 822 67 >75% Grass cover, Good, HSG C 5,636 98 Roofs, HSG C 6,458 94 Weighted Average 822 12.73% Pervious Area 5,636 87.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: YD7 Runoff = 0.46 cfs @ 12.15 hrs, Volume= 0.038 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 18HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description * 8,332 67 >75% Grass cover, Good, HSG C 1,184 98 Roofs, HSG C 9,516 71 Weighted Average 8,332 87.56% Pervious Area 1,184 12.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 13S: CB5 Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 463 67 >75% Grass cover, Good, HSG C 3,495 98 Roofs, HSG C 3,958 94 Weighted Average 463 11.70% Pervious Area 3,495 88.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 14S: CB6 Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.035 af, Depth> 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description 3,854 98 Roofs, HSG C 3,854 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 19HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: CB7 Runoff = 1.18 cfs @ 12.08 hrs, Volume= 0.084 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 7,844 67 >75% Grass cover, Good, HSG C 6,842 98 Roofs, HSG C 14,686 81 Weighted Average 7,844 53.41% Pervious Area 6,842 46.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 19S: CB8 Runoff = 6.72 cfs @ 12.20 hrs, Volume= 0.624 af, Depth> 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 59,862 61 Woods, Good, HSG C * 8,866 77 Wooded Wetlands, Good, HSG D * 79,896 67 >75% Grass cover, Good, HSG C 6,167 98 Water Surface, 0% imp, HSG C 12,839 98 Roofs, HSG C 167,630 69 Weighted Average 154,791 92.34% Pervious Area 12,839 7.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 60 0.0833 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.15" 0.6 121 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 79 0.0440 0.52 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 215 2.84 Lake or Reservoir, Mean Depth= 0.25' 3.5 64 0.0150 0.31 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 13.3 539 Total Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 20HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: S1 Runoff = 0.49 cfs @ 12.15 hrs, Volume= 0.042 af, Depth> 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 4,852 61 Woods, Good, HSG C * 8,609 67 >75% Grass cover, Good, HSG C 13,461 65 Weighted Average 13,461 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 21S: CB9 Runoff = 0.46 cfs @ 12.07 hrs, Volume= 0.037 af, Depth> 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description 4,083 98 Roofs, HSG C 4,083 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 22S: CB10 Runoff = 0.75 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 3.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 690 61 Woods, Good, HSG C * 1,690 67 >75% Grass cover, Good, HSG C 5,360 98 Roofs, HSG C 7,740 88 Weighted Average 2,380 30.75% Pervious Area 5,360 69.25% Impervious Area Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 21HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 24E: PRE Runoff = 6.22 cfs @ 12.55 hrs, Volume= 0.925 af, Depth> 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 349,576 61 Woods, Good, HSG C * 8,866 77 Wooded Wetlands, Good, HSG D 358,442 61 Weighted Average 358,442 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 162 0.0740 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 5.3 412 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.3 215 2.84 Lake or Reservoir, Mean Depth= 0.25' 9.4 316 0.0125 0.56 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 210 0.0350 4.38 13.13 Channel Flow, Area= 3.0 sf Perim= 6.0' r= 0.50' n= 0.040 Earth, cobble bottom, clean sides 35.7 1,315 Total Summary for Pond 1Y: YD1 Inflow Area = 0.621 ac, 7.56% Impervious, Inflow Depth > 1.87" for 10-Year event Inflow = 1.14 cfs @ 12.15 hrs, Volume= 0.097 af Outflow = 1.14 cfs @ 12.20 hrs, Volume= 0.097 af, Atten= 0%, Lag= 3.0 min Primary = 1.14 cfs @ 12.20 hrs, Volume= 0.097 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 306.64' @ 12.23 hrs Flood Elev= 313.00' Device Routing Invert Outlet Devices #1 Primary 306.00'12.0" Round Culvert L= 92.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 306.00' / 305.50' S= 0.0054 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 22HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=1.03 cfs @ 12.20 hrs HW=306.63' TW=306.22' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.03 cfs @ 2.82 fps) Summary for Pond 2Y: YD2 Inflow Area = 0.998 ac, 8.75% Impervious, Inflow Depth > 1.90" for 10-Year event Inflow = 1.81 cfs @ 12.18 hrs, Volume= 0.158 af Outflow = 1.81 cfs @ 12.23 hrs, Volume= 0.158 af, Atten= 0%, Lag= 3.0 min Primary = 1.81 cfs @ 12.23 hrs, Volume= 0.158 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 306.24' @ 12.23 hrs Flood Elev= 309.38' Device Routing Invert Outlet Devices #1 Primary 305.50'12.0" Round Culvert L= 89.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 305.50' / 304.50' S= 0.0112 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=1.78 cfs @ 12.23 hrs HW=306.23' TW=305.35' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.78 cfs @ 2.91 fps) Summary for Pond 3Y: YD3 Inflow Area = 1.317 ac, 9.23% Impervious, Inflow Depth > 1.93" for 10-Year event Inflow = 2.36 cfs @ 12.22 hrs, Volume= 0.211 af Outflow = 2.36 cfs @ 12.27 hrs, Volume= 0.211 af, Atten= 0%, Lag= 3.0 min Primary = 2.36 cfs @ 12.27 hrs, Volume= 0.211 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 305.38' @ 12.27 hrs Flood Elev= 308.38' Device Routing Invert Outlet Devices #1 Primary 304.50'12.0" Round Culvert L= 89.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 304.50' / 303.50' S= 0.0112 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=2.31 cfs @ 12.27 hrs HW=305.37' TW=304.29' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.31 cfs @ 3.18 fps) Summary for Pond 4Y: YD4 Inflow Area = 1.707 ac, 9.49% Impervious, Inflow Depth > 1.95" for 10-Year event Inflow = 2.93 cfs @ 12.26 hrs, Volume= 0.277 af Outflow = 2.93 cfs @ 12.31 hrs, Volume= 0.277 af, Atten= 0%, Lag= 3.0 min Primary = 2.93 cfs @ 12.31 hrs, Volume= 0.277 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 23HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 304.32' @ 12.33 hrs Flood Elev= 307.39' Device Routing Invert Outlet Devices #1 Primary 303.20'15.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 303.20' / 303.00' S= 0.0080 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=2.79 cfs @ 12.31 hrs HW=304.31' TW=304.02' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.79 cfs @ 3.21 fps) Summary for Pond 5C: CB1 Inflow Area = 0.224 ac, 77.99% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 1.01 cfs @ 12.07 hrs, Volume= 0.074 af Outflow = 1.01 cfs @ 12.12 hrs, Volume= 0.074 af, Atten= 0%, Lag= 3.0 min Primary = 1.01 cfs @ 12.12 hrs, Volume= 0.074 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 305.61' @ 12.12 hrs Flood Elev= 308.60' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 305.10' / 304.90' S= 0.0077 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.97 cfs @ 12.12 hrs HW=305.60' TW=303.88' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.97 cfs @ 3.15 fps) Summary for Pond 6C: CB2 Inflow Area = 2.152 ac, 24.60% Impervious, Inflow Depth > 2.40" for 10-Year event Inflow = 3.77 cfs @ 12.28 hrs, Volume= 0.430 af Outflow = 3.77 cfs @ 12.33 hrs, Volume= 0.430 af, Atten= 0%, Lag= 3.0 min Primary = 3.77 cfs @ 12.33 hrs, Volume= 0.430 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 304.04' @ 12.33 hrs Flood Elev= 308.60' Device Routing Invert Outlet Devices #1 Primary 303.00'15.0" Round Culvert L= 86.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 303.00' / 300.71' S= 0.0266 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 24HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=3.74 cfs @ 12.33 hrs HW=304.03' TW=301.84' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.74 cfs @ 3.46 fps) Summary for Pond 7Y: YD5 Inflow Area = 0.334 ac, 12.10% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.70 cfs @ 12.15 hrs, Volume= 0.059 af Outflow = 0.70 cfs @ 12.20 hrs, Volume= 0.059 af, Atten= 0%, Lag= 3.0 min Primary = 0.70 cfs @ 12.20 hrs, Volume= 0.059 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 302.00' @ 12.27 hrs Flood Elev= 304.94' Device Routing Invert Outlet Devices #1 Primary 301.40'8.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 301.40' / 301.20' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.52 cfs @ 12.20 hrs HW=301.95' TW=301.78' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.52 cfs @ 2.28 fps) Summary for Pond 8C: CB2A Inflow Area = 2.486 ac, 22.92% Impervious, Inflow Depth > 2.35" for 10-Year event Inflow = 4.24 cfs @ 12.31 hrs, Volume= 0.488 af Outflow = 4.24 cfs @ 12.36 hrs, Volume= 0.488 af, Atten= 0%, Lag= 3.0 min Primary = 4.24 cfs @ 12.36 hrs, Volume= 0.488 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 301.84' @ 12.36 hrs Flood Elev= 306.65' Device Routing Invert Outlet Devices #1 Primary 300.71'15.0" Round Culvert L= 94.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 300.71' / 298.20' S= 0.0267 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=4.23 cfs @ 12.36 hrs HW=301.84' TW=299.59' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.23 cfs @ 3.62 fps) Summary for Pond 9Y: YD6 Inflow Area = 0.282 ac, 14.35% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.59 cfs @ 12.15 hrs, Volume= 0.049 af Outflow = 0.59 cfs @ 12.20 hrs, Volume= 0.049 af, Atten= 0%, Lag= 3.0 min Primary = 0.59 cfs @ 12.20 hrs, Volume= 0.049 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 25HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 299.72' @ 12.32 hrs Flood Elev= 302.54' Device Routing Invert Outlet Devices #1 Primary 299.00'8.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 299.00' / 298.80' S= 0.0080 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.25 cfs @ 12.20 hrs HW=299.53' TW=299.49' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.25 cfs @ 1.14 fps) Summary for Pond 10C: CB3 Inflow Area = 0.150 ac, 76.78% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 0.67 cfs @ 12.07 hrs, Volume= 0.049 af Outflow = 0.67 cfs @ 12.12 hrs, Volume= 0.049 af, Atten= 0%, Lag= 3.0 min Primary = 0.67 cfs @ 12.12 hrs, Volume= 0.049 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 301.40' @ 12.12 hrs Flood Elev= 304.48' Device Routing Invert Outlet Devices #1 Primary 301.00'15.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 301.00' / 300.80' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.65 cfs @ 12.12 hrs HW=301.39' TW=299.19' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.65 cfs @ 2.94 fps) Summary for Pond 11C: CB4 Inflow Area = 3.065 ac, 27.87% Impervious, Inflow Depth > 2.50" for 10-Year event Inflow = 5.39 cfs @ 12.23 hrs, Volume= 0.639 af Outflow = 5.39 cfs @ 12.28 hrs, Volume= 0.639 af, Atten= 0%, Lag= 3.0 min Primary = 5.39 cfs @ 12.28 hrs, Volume= 0.639 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 299.66' @ 12.28 hrs Flood Elev= 304.48' Device Routing Invert Outlet Devices #1 Primary 298.20'15.0" Round Culvert L= 63.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 298.20' / 297.30' S= 0.0143 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 26HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=5.36 cfs @ 12.28 hrs HW=299.65' TW=298.22' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.36 cfs @ 4.37 fps) Summary for Pond 12Y: YD7 Inflow Area = 0.218 ac, 12.44% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.46 cfs @ 12.15 hrs, Volume= 0.038 af Outflow = 0.46 cfs @ 12.20 hrs, Volume= 0.038 af, Atten= 0%, Lag= 3.0 min Primary = 0.46 cfs @ 12.20 hrs, Volume= 0.038 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 298.43' @ 12.20 hrs Flood Elev= 302.79' Device Routing Invert Outlet Devices #1 Primary 298.00'8.0" Round Culvert L= 33.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 298.00' / 297.80' S= 0.0061 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.46 cfs @ 12.20 hrs HW=298.43' TW=298.06' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.46 cfs @ 2.76 fps) Summary for Pond 13C: CB5 Inflow Area = 3.374 ac, 28.50% Impervious, Inflow Depth > 2.52" for 10-Year event Inflow = 5.98 cfs @ 12.27 hrs, Volume= 0.710 af Outflow = 5.98 cfs @ 12.32 hrs, Volume= 0.710 af, Atten= 0%, Lag= 3.0 min Primary = 5.98 cfs @ 12.32 hrs, Volume= 0.710 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 298.26' @ 12.35 hrs Flood Elev= 302.90' Device Routing Invert Outlet Devices #1 Primary 297.00'18.0" Round Culvert L= 216.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 297.00' / 295.55' S= 0.0067 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=5.74 cfs @ 12.32 hrs HW=298.25' TW=296.93' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.74 cfs @ 4.94 fps) Summary for Pond 14C: CB6 Inflow Area = 0.088 ac,100.00% Impervious, Inflow Depth > 4.75" for 10-Year event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.035 af Outflow = 0.43 cfs @ 12.12 hrs, Volume= 0.035 af, Atten= 0%, Lag= 3.0 min Primary = 0.43 cfs @ 12.12 hrs, Volume= 0.035 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 27HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 297.05' @ 12.57 hrs Flood Elev= 299.49' Device Routing Invert Outlet Devices #1 Primary 296.00'18.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 296.00' / 295.80' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=0.00 cfs @ 12.12 hrs HW=296.47' TW=296.54' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond 15C: CB7 Inflow Area = 3.800 ac, 31.77% Impervious, Inflow Depth > 2.61" for 10-Year event Inflow = 6.63 cfs @ 12.31 hrs, Volume= 0.828 af Outflow = 6.63 cfs @ 12.36 hrs, Volume= 0.828 af, Atten= 0%, Lag= 3.0 min Primary = 6.63 cfs @ 12.36 hrs, Volume= 0.828 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 297.05' @ 12.52 hrs Flood Elev= 299.49' Device Routing Invert Outlet Devices #1 Primary 295.55'18.0" Round Culvert L= 116.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 295.55' / 294.70' S= 0.0073 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=6.18 cfs @ 12.36 hrs HW=296.98' TW=296.17' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.18 cfs @ 4.58 fps) Summary for Pond 18D: DMH1 Inflow Area = 3.800 ac, 31.77% Impervious, Inflow Depth > 2.61" for 10-Year event Inflow = 6.63 cfs @ 12.36 hrs, Volume= 0.827 af Outflow = 6.63 cfs @ 12.41 hrs, Volume= 0.827 af, Atten= 0%, Lag= 3.0 min Primary = 6.63 cfs @ 12.41 hrs, Volume= 0.827 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 296.52' @ 12.61 hrs Flood Elev= 299.00' Device Routing Invert Outlet Devices #1 Primary 294.70'18.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 294.70' / 294.50' S= 0.0087 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 28HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=5.89 cfs @ 12.41 hrs HW=296.30' TW=295.82' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.89 cfs @ 3.33 fps) Summary for Pond 19P: POND Inflow Area = 7.648 ac, 19.64% Impervious, Inflow Depth > 2.27" for 10-Year event Inflow = 11.40 cfs @ 12.23 hrs, Volume= 1.449 af Outflow = 4.96 cfs @ 12.81 hrs, Volume= 1.282 af, Atten= 56%, Lag= 34.9 min Primary = 4.96 cfs @ 12.81 hrs, Volume= 1.282 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 294.00' Surf.Area= 15,747 sf Storage= 7,650 cf Peak Elev= 296.24' @ 12.81 hrs Surf.Area= 24,250 sf Storage= 32,400 cf (24,750 cf above start) Plug-Flow detention time= 207.7 min calculated for 1.107 af (76% of inflow) Center-of-Mass det. time= 91.8 min ( 934.2 - 842.3 ) Volume Invert Avail.Storage Storage Description #1 291.50' 2,700 cf Permanent Pool (Prismatic) Listed below (Recalc) #2 291.50' 2,021 cf Forebay (Prismatic) Listed below (Recalc) #3 293.50' 2,930 cf Permanant Pool Above 293.5 (Prismatic) Listed below (Recalc) #4 294.00' 63,453 cf Extended Detention (Prismatic) Listed below (Recalc) 71,103 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 291.50 838 0 0 292.00 1,066 476 476 293.50 1,899 2,224 2,700 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 291.50 544 0 0 292.00 749 323 323 293.50 1,514 1,697 2,021 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 293.50 5,552 0 0 294.00 6,167 2,930 2,930 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 294.00 6,167 0 0 295.00 11,131 8,649 8,649 296.00 14,147 12,639 21,288 298.00 18,500 32,647 53,935 298.50 19,573 9,518 63,453 Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 29HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 289.50'15.0" Round Culvert L= 33.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 289.50' / 289.00' S= 0.0152 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 294.00'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.50 1.50 2.80 Width (feet) 0.00 0.58 1.25 1.25 #3 Device 1 297.50'16.0" x 48.0" Horiz. Orifice/Grate C= 0.600 in 19.4" x 72.0" Grate (55% open area) Limited to weir flow at low heads Primary OutFlow Max=4.96 cfs @ 12.81 hrs HW=296.24' TW=290.32' (Dynamic Tailwater) 1=Culvert (Passes 4.96 cfs of 14.37 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 4.96 cfs @ 3.65 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 20D: DMH2 Inflow Area = 7.648 ac, 19.64% Impervious, Inflow Depth > 2.01" for 10-Year event Inflow = 4.96 cfs @ 12.81 hrs, Volume= 1.281 af Outflow = 4.96 cfs @ 12.86 hrs, Volume= 1.281 af, Atten= 0%, Lag= 3.0 min Primary = 4.96 cfs @ 12.86 hrs, Volume= 1.281 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 290.33' @ 12.86 hrs Flood Elev= 299.50' Device Routing Invert Outlet Devices #1 Primary 289.00'15.0" Round Culvert L= 248.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 289.00' / 285.90' S= 0.0125 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=4.96 cfs @ 12.86 hrs HW=290.33' TW=287.38' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.96 cfs @ 4.04 fps) Summary for Pond 21C: CB9 Inflow Area = 0.403 ac, 23.27% Impervious, Inflow Depth > 2.36" for 10-Year event Inflow = 0.75 cfs @ 12.14 hrs, Volume= 0.079 af Outflow = 0.75 cfs @ 12.19 hrs, Volume= 0.079 af, Atten= 0%, Lag= 3.0 min Primary = 0.75 cfs @ 12.19 hrs, Volume= 0.079 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.39' @ 12.95 hrs Flood Elev= 290.76' Device Routing Invert Outlet Devices #1 Primary 286.10'15.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 30HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 286.10' / 285.90' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.70 cfs @ 12.19 hrs HW=286.70' TW=286.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.70 cfs @ 1.75 fps) Summary for Pond 22C: CB10 Inflow Area = 8.229 ac, 20.89% Impervious, Inflow Depth > 2.06" for 10-Year event Inflow = 5.18 cfs @ 12.85 hrs, Volume= 1.413 af Outflow = 5.18 cfs @ 12.90 hrs, Volume= 1.413 af, Atten= 0%, Lag= 3.0 min Primary = 5.18 cfs @ 12.90 hrs, Volume= 1.413 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.39' @ 12.90 hrs Flood Elev= 290.76' Device Routing Invert Outlet Devices #1 Primary 285.90'15.0" Round Culvert L= 31.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 285.90' / 285.70' S= 0.0065 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=5.18 cfs @ 12.90 hrs HW=287.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.18 cfs @ 4.48 fps) Summary for Pond 25P: YD8 Inflow Area = 0.309 ac, 0.00% Impervious, Inflow Depth > 1.64" for 10-Year event Inflow = 0.49 cfs @ 12.15 hrs, Volume= 0.042 af Outflow = 0.49 cfs @ 12.20 hrs, Volume= 0.042 af, Atten= 0%, Lag= 3.0 min Primary = 0.49 cfs @ 12.20 hrs, Volume= 0.042 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.39' @ 13.00 hrs Flood Elev= 290.50' Device Routing Invert Outlet Devices #1 Primary 286.30'12.0" Round Culvert L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 286.30' / 286.10' S= 0.0333 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.38 cfs @ 12.20 hrs HW=286.77' TW=286.71' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.38 cfs @ 1.55 fps) Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 31HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Link 23P: POST Inflow Area = 8.229 ac, 20.89% Impervious, Inflow Depth > 2.06" for 10-Year event Inflow = 5.18 cfs @ 12.90 hrs, Volume= 1.411 af Primary = 5.18 cfs @ 12.95 hrs, Volume= 1.411 af, Atten= 0%, Lag= 3.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT E – Pipe Sizing Chart & Gutter Flow Analysis Tc Tt i10 Q10 FROM TO Woods (C=0.15) Lawn (C=0.35) Imp. (C=0.9)INC TOTAL (min.) (min.) (in/hr) (cfs) DIA. Length Slope Qfull Vfull YD1 YD2 6,916 18,098 2,045 0.211 0.211 10.0 0.4 5.26 1.1 12 92 0.54 2.8 3.6 YD2 YD3 3,794 10,852 1,760 0.137 0.348 10.4 0.3 5.16 1.8 12 89 1.12 4.1 5.2 YD3 YD4 1,408 10,991 1,490 0.124 0.472 10.7 0.3 5.10 2.4 12 89 1.12 4.1 5.2 YD4 CB2 1,905 13,347 1,760 0.150 0.622 11.0 0.1 5.03 3.1 15 25 0.80 6.3 5.1 CB1 CB2 2,152 7,624 0.175 0.175 5.0 0.1 7.43 1.3 15 26 0.77 6.2 5.0 CB2 CB2A 1,215 8,376 0.183 0.980 11.1 0.2 5.02 4.9 15 86 2.66 11.4 9.3 YD5 CB2A 12,782 1,760 0.139 0.139 10.0 0.1 5.26 0.7 8 24 0.83 1.2 3.4 CB2A CB4 0.000 1.119 11.2 0.2 4.98 5.6 15 94 2.67 11.5 9.3 CB3 CB4 1,513 5,003 0.116 0.116 5.0 0.1 7.43 0.9 15 24 0.83 6.4 5.2 YD6 CB4 10,505 1,760 0.121 0.121 10.0 0.1 5.26 0.6 8 25 0.80 1.2 3.4 CB4 CB5 822 5,636 0.123 1.478 11.4 0.2 4.94 7.3 15 63 1.43 8.4 6.8 YD7 CB5 8,332 1,184 0.091 0.091 10.0 0.2 5.26 0.5 8 33 0.61 1.0 2.9 CB5 CB7 463 3,495 0.076 1.646 11.5 0.7 4.91 8.1 18 216 0.67 9.3 5.3 CB6 CB7 3,854 0.080 0.080 5.0 0.1 7.43 0.6 18 24 0.83 10.4 5.9 CB7 DMH1 7,844 6,842 0.204 1.930 12.2 0.4 4.75 9.2 18 116 0.73 9.7 5.5 DMH1 CB8 0.000 1.930 12.6 0.1 4.67 9.0 18 23 0.87 10.6 6.0 CB8 DMH2 68,728 79,896 19,006 1.271 3.201 80.0 0.1 1.55 5.0 15 33 1.52 8.6 7.0 DMH2 CB10 0.000 3.201 80.1 0.6 1.55 4.9 15 248 1.25 7.8 6.4 YD8 CB9 4,852 8,609 0.086 0.086 10.0 0.0 5.26 0.5 12 6 3.33 7.1 9.0 CB9 CB10 4,083 0.084 0.170 10.0 0.1 5.26 0.9 15 24 0.83 6.4 5.2 CB10 Abbe 690 1,690 5,360 0.127 3.498 80.7 0.1 1.54 5.4 15 31 0.65 5.7 4.6 14,023 98,916 52,589 1.930 PIPE GEOMETRYSTRUCTURE PIPE SIZING CHART Kilkenney Heights II - Open Space Subdivision (13-Lots), Maskel Road, South Windsor, CT AxCAREA (S.F.) J.R. Russo Associates, LLC Sheet 1 of 1 Rev. 3/23/20 Structure Incremental AC to Inlet Total AC to Inlet Q10 Longitudinal Slope (S) Cross Slope (Sx) Pavement Roughness (n) Width of Flow (T) Depth of Flow (d) Total Area of Flow Area Bypass AC Bypass CB1 0.175 0.175 1.30 0.023 0.03125 0.015 5.03 0.16 0.396 0.084 0.037 CB3 0.116 0.153 1.14 0.023 0.03125 0.015 4.79 0.15 0.358 0.068 0.029 CB7 0.204 0.233 1.73 Sag 0.03125 5.88 0.18 CB2 0.183 0.183 1.36 0.023 0.03125 0.015 5.12 0.16 0.409 0.221 0.099 CB2A 0.062 0.160 1.19 0.023 0.03125 0.015 4.87 0.15 0.371 0.194 0.084 CB4 0.062 0.145 1.08 0.023 0.03125 0.015 4.70 0.15 0.345 0.174 0.074 CB5 0.076 0.149 1.11 0.023 0.03125 0.015 4.75 0.15 0.352 0.180 0.076 CB6 0.080 0.156 1.16 Sag 0.03125 5.79 0.18 A Area acres Taken from Pipe Sizing Chart C Runoff Coefficient Taken from Pipe Sizing Chart Tc Time of Concentration 5 min. Assumed i10 Rainfall Intensity 7.43 in/hr Taken from NOAA Table Q10 Flow Rate (10-year storm) cfs Q=A x C x i10 Wg Width of Grate 1.3541 ft Type C CB Grate Inlet P Weir perimeter of Grate 5.02 ft Type C Single Type A Grate Inlet P Weir perimeter of Grate 7.33 ft Type C Double Type II CB Grate Inlet CFS Safety Factor for Clogging 1 Type C CB with 0% clogging Cw Weir Coefficient 3 T={Q10(n)/[0.56(Sx^1.67)(S^0.5)]}^0.3745 Gutter flow width on decline T=[Q10(CFS)/Cw/P]^0.667/Sx Gutter flow width in sag Kilkenny Heights II - Gutter Flow Analysis Maskel Road & Abbe RoadSouth Windsor, Connecticut Kilkenny Heights II Open Space Subdivision Application Open Space Subdivision S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg, 8/10/2021 4:07:07 PM, 1:1 S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg, 8/10/2021 4:05:36 PM, 1:1 S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg, 8/10/2021 4:04:31 PM, 1:1 S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg, 8/10/2021 4:11:08 PM, 1:1 GEOTEXTILE SILT FENCE (GSF) ANTI-TRACKING EXIT PAD DETAIL (CE) FILTER FABRIC SILT BARRIER AT TYPE "C" CATCH BASIN SILT SOCK (ALTERNATE SEDIMENT BARRIER) SPECIFICATIONS Mechanical Sweeping Water Non-Asphaltic Soil Tackifier MAINTENANCE (DC) SPECIFICATIONS Materials Types of Mulches 1. Hay: 2. Straw: 3. Cellulose Fiber: Tackifiers Emulsified asphalts are specifically prohibited for use as tackifiers due to their potential for causing water pollution following its application. Nettings Site Preparation Application Timing: Mulch For Seed Spreading: Anchoring: MAINTENANCE (MS) SPECIFICATIONS Site Preparation Seedbed Preparation Seeding Mulching MAINTENANCE (TS) SPECIFICATIONS Time Of Year Site Preparation Seed Selection Seedbed Preparation Seed Application Mulching MAINTENANCE (PS) CB GRATE INLET PROTECTION (SILT SACK) STAKED HAYBALE & WOODCHIP FILTER S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg DRAIN TRENCH DETAIL BITUMINOUS CURB TYPE "C" CATCH BASIN TEMPORARY SEDIMENT TRAP (TST) YARD DRAIN DETAIL RESIDENTIAL ROAD CROSS SECTION (DOT TYPE 4e) TYPICAL SIDEWALK DETAIL SIDEWALK RAMP DETAIL GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED.OUTLET STRUCTURE GABION/WOOD CHIP FILTER DOUBLE GRATE TYPE 1TYPE C CATCH BASIN S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg, 1/7/2021 2:29:35 PM, 1:40 STREET TREE PLANTING EVERGREEN TREE PLANTING SHRUB PLANTING PERMANENT PAVEMENT PATCH TRENCH SECTION TYPICAL SANITARY SEWER GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED. POCKET POND STORMWATER BASIN (NOT TO SCALE) NOTE: 1 4 2 5 3 EROSION CONTROL MAT STONE CHECK DAM STORMWATER POND ACCESS DRIVE STORM/SEWER MANHOLE BINDER PAVEMENT AROUND CATCH BASINS SANITARY SEWER MANHOLE DOUBLE GRATE TYPE II TYPE "C" CATCH BASIN S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg September 1, 2020 Mannarino Builders, Inc. Robert Mannarino 400 Chapel Road, unit 3-F South Windsor, Ct. 06074 RE:Trip Generation Summary Abbe Road and Maskel Road –South Windsor, CT Dear Rob, Tessera Engineering has prepared this trip generation summary for the proposed housing development to be accessed via Abbe Road and Maskel Road in South Windsor, Connecticut. Mannarino Builders proposes to construct 13 single-family homes on the subject property which currently contains one single-family home, for a total of 12 new single- family homes. Trip Generation for these homes was determined using the 10th edition of the Institute of Transportation Engineers’ publication Trip Generation. This publication serves as the industry-standard reference for determining trip generation. Land Use Code 210 (Single Family Detached Housing) was used to calculate the anticipated trips generated by the 12 additional single-family homes. A total of 13 trips (3 entering, 10 exiting) is anticipated during the morning peak hour of adjacent street traffic, and a total of 13 trips (8 entering, 5 exiting, is expected during the afternoon peak hour of adjacent street traffic. Due to an increase in working from home and a general reduction in vehicle trips, traffic volumes during the COVID-19 pandemic are lower than usual.The trip Generation rates for Land Use Code 210 (Single-Family Detached Housing) were used as a conservative means to estimate volumes to and from the 38 existing single-family homes on Maskel Road.The anticipated trips generated by the existing and proposed single-family homes are summarized in the table below and in the attached Figures 1 and 2. Morning Peak Hour Afternoon Peak Hour Entering Exiting Total Entering Exiting Total 12 New Single- Family Homes 3 10 13 8 5 13 38 Existing Single-Family Homes 8 24 32 25 15 40 The site generated trips were distributed to the network based on the assumption that most of the site traffic travels to and from the commercial development and highway Page 2 of 2 September 1, 2020 and access to Route 84 to the south. Land uses north of the site are primarily residential.Eighty percent of the trips to and from Maskel Road are assumed to use Garnet Lane to the south, and 20% are assumed to use the new Maskel Road extension to the north. The distribution is shown in the attached Figure 3. Existing traffic to and from Maskel Road accesses Abbe Road via Garnet Lane. With the extension of Maskel Road, vehicles traveling to and from the south will continue to use Garnet Lane. Vehicles traveling to and from the north will enter Maskel Road from its new intersection with Abbe Road. This is shown in the attached Figure 4. The combined trips from the existing and proposed single-family homes on Maskel Road are shown in Figure 5. With the addition of 12 single-family homes, approximately 10 vehicles are expected to use the Maskel Road extension during the morning peak hour, and 11 vehicles during the afternoon peak hour. It is my professional opinion that with the proposed grading at the intersection of Abbe Road at Maskel Road to improve the sight distance to meet the required minimum, the addition of 12 single-family homes will not have a significant impact to traffic operations on the surrounding road network. If you have any questions or require further information, please contact me at (203) 583-2134 or tschwartz@tesseraengineering.com. Sincerely, Tessera Engineering Theresa Schwartz, PE, PTOE Principal Connecticut Water Company 93 West Main Street Clinton, CT 06413-1600 Office: 860.669.8636 Customer Service: 800.286.5700 Robert Mannarino Mannarino Builders, Inc. 400 Chapel Road, Unit 3-F South Windsor, CT 06074 Cvn�ecticu�Water November 26, 2019 Re: Water Feasibility — Proposed Residential Development at Maskel Road, South Windsor Dear Mr. Mannarino: This letter is in response to your recent inquiry regarding the Connecticut Water Company's interest in providing water service to the subject property. This letter is based on a proposed 13 lot subdivision of single family residential homes as detailed on the sheet titled "Kilkenny Heights II" dated November 20, 2019. Domestic water and fire protection is available to your project. To provide such service, a properly engineered main extension will be required in accordance with the Regulations of Connecticut State Agencies. Additional infrastructure improvements may be required at your expense to meet the overall needs of your project. Should a Customer Agreement for service not be executed within one year of the date of this letter, Connecticut Water reserves the right to reevaluate its ability to service this project. As an alternative, you may be considering an on -site, domestic well. Please be advised that the Public Health Code prohibits the local Director of Health from issuing a water supply well permit for any premise located, or that will be located, on property whose boundary is within 200 feet of an existing community water system, when such distance is measured along a street, alley or easement. While the Code does provide for certain exceptions to this restriction, any such exception must be granted by the State Department of Public Health. If you have further questions regarding this letter please contact me at (860) 664-6258. If you have additional questions about your project, please don't hesitate to contact Gerry McDermott at (860) 664-6125. Respectfully, Sarah B. Ridyard, P.E. Water Resources Planner AitOORRA • Ecology • Soil & Wetland Studies • Water Quality Monitoring a GPS • Environmental Planning & Management • Ecological Restoration & Habitat Mitigation • Aquatic, Wildlife and Listed Species Surveys • Application Reviews • Permitting & Compliance October 7, 2019 Mannarino Builders, Inc. 400 Chapel Road, Unit 3-F South Windsor, CT 06704 ATTN: Mr. Rob Mannarino RE: CONCEPTUAL OPENSPACESUBDIVISION Abbe Road & Maskel Road, South Windsor, CT REMA Job # 19-2189-SWN108 Dear Mr. Mannarino: At your request, on September 23`d, 2019, REIvtA ECOLOGICAL SERVICES, LLC (REMA), conducted an inspection of the roughly 12 acres of predominately forested land within the easternmost section of the overall parcel for the above -referenced Conceptual Open Space subdivision. REMA's primary objective was to review these 12 acres for their potential as Open Space, from an ecological or natural resources perspective. Attached to this brief letter/report are several annotated photographs of the subject area (i.e., Photos 1 through 9), as well as several figures (i.e., Figures Al through A3) that show the area in question, including within its landscape context. REMA is of the opinion that the proposed conceptual open space parcel is a valuable candidate for protection for the following reasons: 1. The great majority of the 12 acres consist of high quality oak -hickory -black birch dominated deciduous forest. This parcel appears as maturing forest in archival aerial photographs as far back as 1934 and 1951. Soils exploration revealed that this area was never tilled for agriculture. Rema Ecological Services, LLC • 164 East Center Street, Suite 6, Manchester, CT 06040 0 860.649-7362 0 www.remaecological.com Mr. Rob Mannarino A RE. Conceptual Open Space Subdivision, Abbe and Maskel Rds., S. Windsor, CT R M M October 7, 2019 Page 2 2. The great majority of the forest is devoid of invasive plant species, which is increasingly a rarity in the region. 3. Floristic diversity is moderate to locally high, consisting of native plant species, many of which are considered to have high wildlife habitat value. Many large diameter (i.e., > 24 inch diameter -at -breast -height) trees occur within the subject area, and structural diversity of the forest is moderate -high, increasing its value as wildlife habitat for a variety of species (i.e., avian, herptiles, mammals). 4. The overall wildlife habitat value of the subject area is relatively high, particularly due to its favorable juxtaposition or direct connection with other protected open space parcels (see Figures Al and A2, attached). This connectivity preserves existing wildlife movement and dispersal corridors. 5. The subject area contains a wetland area and intermittent watercourse (see Figure A3, attached). The intermittent watercourse becomes perennial just to the north of the parcel in question, and is known as Dry Brook. This is a tributary to the Scantic River. This conceptual open space parcel would preserve the headwaters of a perennial stream and contribute to the protection of the water quality of downstream aquatic habitats. For the above reasons, it is our professional opinion that the 12-acre, predominately forested parcel, should be protected as Open Space. Please feel free to contact our office with any questions on the above. Respectfully submitted, REMA ECOLOGICAL SERVICEs, LLC George T. Logan, MS, PWS, CSE Registered Soil Scientist/Professional Wetland Scientist Certified Senior Ecologist VIA -E-MAIL Attachments: Figures Al — A3; Photos 1 — 9 Letteri-OpenSpaceSubdioision—MwkelRD-10-7-i g.docc Cl) c O m c IL m • � a � u d umi �� p 2 g � t� � w y n a y n $y� n yE9 8 E 6 F 6 a c wp N o ~ "�'0 qq gY N N N Z S 5 5 O �i x o li i 6 N U IiS U' v W R"Mf$C1D11L w m J ❑ L 0 L L E 0 a� 19E o 00 cod a Z n u R < a« C Y c 1. a � o O N Vl C u fNy Q R � o m o = o c E n c LLS O E F- La M u LD C i ig c V Y,♦ t• Print Map http://southwindsor.mapxpress.net/ags_map/printmap. asp?extentYmin Town of South Windsor Geographic Information System (GIS) FIGVREA2: Conceptual Open Space Subdivision, Abbe Road & Maskel Road, South Windsor, CT; showing nearby Open Space parcels on Town GIS Date Printed: 9/1912019 MAP DISCLAIMER - NOTICE OF LIABILITY This map is for assessment purposes only. It is not for legal description or conveyances. Al information Is subject to verification by any user. The Town of South Windsor and its mapping contractors assume no legal responsibility for the information contained herein. Approximate Scale: 1 inch = 1000 feel 0 1,000 i—� Feet N WE S 1 of 1 9/19/2019, 4:53 PM -W ----- ----- 'of Conceptual Open Space Subdivision, Abbe & Maskel Roads, South Windsor, CT Photos taken in September 2019, by REMA Ecological Services, LLC Photo 1: Wetland Area (see Figure A3); facing southeasterly. Photo 2: Wetland Area; facing northwesterly. Conceptual Open Space Subdivision, Abbe & Maskel Roads, South Windsor, CT Photos taken in September 2019, by REMA Ecological Services, LLC Photo 3: Wetland -stream (see Figure A3); facing southeasterly. Photo 4: Wetland -stream; facing southerly. .N r 'A t f1'�i. a�W., li.♦1 � 1' *�'.ill.i ���'li - 1, S� � � Ik,�' `h'.,,� ♦ .��Efa pa �' � � III ,,�L4 Ot rl,�.pi {ut a M141i>Z++ f "yl- •F r "I I V�• L f i e � f~ -vim f � i`t, A y� 4[ �r✓/. l I / PLANNING DEFAETMENT Januarv l5.2025 Robert Mannarino Mannarino Builders.Inc. 60 Deming Street South Windsor.CT 06074 Dear Mr.Mannarino: Re:Appl #21-39P Kilkenney Heights ll This is to advise you that the Planning and Zoning Commission voted on January 15‘ 2025 to reduce the Subdivision bond of $256,100 by $121.]00 to leave a balance of $135.000. Please forward an amendment to the letter of credit we are currently holding showing this reduction at your earliest convenience. SincerelV'. @l/(aQ/W‘ Stephen Wagner.Chairman Planning &Zoning Commission SW/js cc:Town Engineer Chief Building Official 154D Sullivan Avenue,South Windsur,CT DEDM i Tel (860)544-2511 Ext 2329 j Planning@SouthWindsur-CT.guv / PLANNING DEPARTMENT October 21,2025 Robert Mannarino Mannarino Builders,Inc. 60 Deming Street South Windsor,CT 06074 Dear Mr.Mannarino: Re:Appl #21—39P Kilkenney Heights H This is to advise you that the Planning and Zoning Commission voted on October 14, 2025 to reduce the Subdivision bond of $256,100 by $164,100 to a maintenance level of $92000.The maintenance bond will expire on October l4,2026. Please forward an amendment to the letter of credit we are currently holding showing this reduction at your earliest convenience. Sincerely, l //f \mm sly a ye)Kevin Foley.Vice (Chairman Planning &Zoning Commission KF/js cc:Town Engineer ChiefBuilding Official 1541]Sullivan Avenue,Suuth Windsnr,[2T 116074 i Tel (EED)E44>2511 Ext 232E l Planning@SuuthWindsor-CT.gnv PLANNING DEPARTMENT October 2 1 ,2025 Robert Mannarino Mannarino Builders,Inc. 60 Deming Street South Windsor,CT 06074 Dear Mr.Mannarino: Re:Appl.#21-39P.Kilkenney Heights II This is to advise you that the Planning and Zoning Commission voted on October 14‘ 2025 t0 release the following bonds: Appl.21—39P Kilkenney Heights ll E&S Bond in the amount of $20,000 reduced by $1 5,000 to leave a balance of $5.000. Appl.21-39P Kilkenney Heights ll Stonnwater Bond in the amount of $25,000 reduced by $25,000 to leave a balance of -0-. Please forward an amendment to the letter of credit we are currently holding showing this reduction at your earliest convenience. Sincerelv, ALWYL no (.049 Kevin Foley,Vice &hairman Planning &Zoning Commission KF/js :Town Engineer Chief Building Official 154i]Sullivan Avenue,South Windsur.CT [15074 j TBI (3W)SIM-2511 Ext 2329 i Planning@SuuthWindsar-CTgov PIANNING DEPARTMENT November 24,2025 Robert Mannarino Mannarino Builders,Inc. 60 Deming Street South Windsor,CT 06074 Dear Mr.Mannarino: Re:Appl #21—39P,Kilkenney Heights II This is to advise you that the Planning and Zoning Commission voted on November 18, 2025 to release the $5,000 erosion and sedimentation control bond for the above referenced application. Advanced arrangements should be made to pick up the letter of credit from the Planning Department. If you have any further questions.please contact the Planning Department at 860-644- ZSllV ext.225.3.Thank you. Sincerely. Paul Bernstein.Chairman Planning &Zoning Commission PB/js cc:Town Engineer ChiefBuilding Official 15M]Sullivan Avenue,Suuth Windsnr,ET (15074 i Tel (BED)644-2511 Ext 2329 l Planning@SouthWindsnr-CT.gav