Loading...
HomeMy WebLinkAboutMiscellaneous - 54 SPRING HILL ROAD t tkoRTi{ O� "o '9 t CEIVED Z " t C . \e" ra,E F ICE �•Qq cx.iG Me:vrcw`y1• �SSACIi1J5���y 2OCT -3 PM 3: 53 T ' ° 0 : rfE0 } PLANNING DEPARTMENT M S�,"k��:£-#ffi S Community Development Division 1600 Osgood Street North Andover,Massachusetts,01845 Decision—Definitive Subdivision Plan Any appeal shall be filed within(20) days after the date of filing this notice in the office of the Town Clerk. Date: October 6,2009 Date of Hearing: July 21,2009, September 15, 2009 and October 6,2009 Date of Decision: October 6,2009 Petition of: William&Lynne Gillen 54 Spring Hill Road North Andover,MA 01845 Premises Affected: Kelsey Lanae,off Molly Towne Road North Andover,MA,Assessors Map 107A,Parcel 234. Referring to the above petition for Approval of a Definitive Subdivision Plan according to the requirements of the North Andover Subdivision Rules and Regulations Section 5.6 Decision: So as to construct a three-lot subdivision, including leaving existing house on existing lot, two new driveways, the installations of stormwater management infrastructure, the installation of underground utilities,connections to existing water and sewer service and substantial grading in the R-2 Zoning District. After a public hearing given on the above dates,and upon a motion by Richard Rowen and 2°d by Michael Walsh to APPROVE the Application for a Definitive Subdivision Plan as amended and based upon the following conditions.A vote of 5-0 was made in favor of the application. i behalf of the No Andover Planning Board John Simons,Chair Richard Rowen Michael Walsh Timothy Seibert Courtney LaVolpicelo The Planning Board herein APPROVES the Application for a Definitive Subdivision to create three lots, including Lot 1 with 144,334 sq.ft.,Lot 2 with 64,192 sq.ft.,and Lot 3 with 46,852 sq.ft. It should be noted that Lot 1 contains the existing dwelling unit with address of 54 Spring Hill Road. The project is located at 1 Kelsey Lane Subdivision,off Molly Towne Road Map 107A,Parcel 234 The following waivers have been granted for the Subdivision Proof Plan: • Section 5.2.5.2.11. Requires proposed houses and grading be on lot layout sheet. All proposed houses and grading to be shown on sheet 4—Site Grading Plana • Section 6.8.9.Requires flat grade for the first 100 ft.of roadway. A waiver is requested for a steeper grade to accommodate site conditions. The Board deems that each of the foregoing waivers is in the public interest and consistent with the intent and purpose of the Subdivision Control Law and the Rules and Regulations and such waivers are hereby granted. 3) The rain gardens will be maintained by a homeowner's association, with the terms of ownership and maintenance to be documented in the respective deeds for each lot in the subdivision. 4) All existing trees that are noted on the plan to remain will be maintained in perpetuity. 5) The Town Planner shall approve any changes made to these plans. Any changes deemed substantial by the Town Planner would require a public hearing and modification by the Planning Board. 6) In consideration of the approval of the Plan,there is to be no further division or subdivision of a part or portion of the parcel. This restriction is to be documented in the respective deeds for each lot in the subdivision. PRIOR TO ENDORSEMENT OF THE PLAN 1) Prior to endorsement of the plans by the Planning Board the applicant shall adhere to the allowing: a. A covenant(FORM I) securing all lots within the subdivision for the construction of ways and municipal services must be submitted to the Planning Board. Said lots may be released from the covenant upon posting of security as required in Condition 5 under"PRIOR TO START OF CONSTRUCTION". b. A Site Opening Bond in the amount of one thousand ($1,000) dollars to be held by the Town of North Andover. The Site Opening Bond shall be in the form of a check made out to the Town of North Andover that will be placed into an interest bearing escrow account. c. A notationmust be placed on the plan noting that the driveways will be considered private driveways,not a public road. d. Deed restrictions must be placed on Lots 2 and 3 regarding the fact that the private driveways will never be maintained by the Town and that will never be accepted as a public road. e. Deed restrictions must be placed on all lots regarding the further subdivision of the lots,as noted in Special Condition#6. £ Easement documents and maintenance agreements concerning the private driveway must be submitted and reviewed and approved by Town Counsel. g. The applicant must submit to the Town Planner a FORM M for all utilities and easements placed on the subdivision. h. All drainage, water and sewage facilities designs shall be approved by the North Andover Division of Public Works. i. The location of all test pits should be noted on the plan,demonstrating that a minimum of 2 feet of soils exist between the bottom of the rainardens and the maximum hi groundwater table g ��' , as required by the Town of North Andover Subdivision Regulations,Appendix V, Section 5.c. 4 Kelsey Lane Subdivision,off Molly Towne Road Map 107A,Parcel 234 off Molly Towne Road,between Spring Hill Road and Molly Towne Road in North Andover,Massachusetts, 01845, Map 107A, Parcel 234 in the Residential 2 (R-2)Zoning District. The application was filed with the Planning Board on July 1,2009. The public hearing on the above referenced application was opened on July 21, 2009, and closed by the North Andover Planning Board on October 6, 2009. The applicant submitted a complete application,which was noticed and reviewed in accordance with Section N of the Town of North Rules and Regulations Governing the Subdivision of Land. The applicant also submitted a request for Continuance on August 18,2009. The Planning Board makes the following findings as required by section 5.6 of the North Andover Rules and Regulations Governing the Subdivision of Land: FINDINGS OF FACT: In accordance with Section 5.6 of the North Andover Zoning Rules and Regulations Governing the Subdivision of Land,the Planning Board makes the following findings: A. The Subdivision Proof Plan, dated May 19 and last revised September 15, 2009, and the Definitive Subdivision Plan dated May 19,2009 and last revised September 14,2009 are both substantially complete and technically adequate,accept as amended herein. B. The Subdivision Proof Plan and the Definitive Plan both show a Lot layout sheet (Sheet 2 of 5)that depicts the creation of three lots with the following area and frontage: Lot 1, 144,344 sq. ft. and 150.29 ft. of frontage on Spring Hill Road; Lot 2, 64,192 sq. ft. and 196.8 ft. of frontage on Kelsey Lane;Lot 3,46,852 sq. ft.and 153.58 ft.of frontage on Kelsey Lane. The Plan thus conforms to all applicable zoning requirements. C. The Planning Board finds that the proposed Definitive Subdivision Plan showing the creation of two driveways,off the existing Right-of-Way, for Lots 2 and 3 is less intrusive than that of a conventional subdivision road and that the design is more in keeping with the character of the neighborhood. The applicant has provided'a Subdivision Proof Plan with a conventional subdivision road that would have been more intrusive and would have had much greater impact on the natural topography and site features of the neighborhood and the surrounding environment. D. The proposed driveway layout provides for adequate access to the two new lots off Molly Towne Road that will be safe and convenient for travel. E. The roadway layout and stormwater management systems as depicted in Sheet 4 of 5 (Site Grading Plan within definitive Subdivision Plan)has been found to provide a design that is compatible with the surrounding neighborhood, that provides for adequate drainage and stormwater management. F. The Definitive Plan has been prepared to lessen congestion in such ways and in the adjacent .public ways. G. The roadway depicted on the Definitive Plan reduces danger to life and Iimb in the operation of motor vehicles. H. The Definitive Plan secures safety in the case of fire, flood, panic and other emergencies. The new roadway will provide adequate access for emergency situations. I. The Definitive Plan secures adequate provisions for water, sewerage, drainage, underground utility services, fire, police and other similar municipal equipment, and street lighting and other requirements where necessary in a subdivision. J. The Definitive Plan has been reviewed by the Department of Public Works, and the Fire Department and has been found to be acceptable. K. The Definitive Plan conforms to the design and construction standards described in these Rules and Regulations,with the exceptions of waivers granted in Condition 2. 2 Kelsey Lane Subdivision,off Molly Towne Road Map 107A, Parcel 234 Upon reaching the above findings,the Planning Board approves this Special Permit based upon the following SPECIAL CONDITIONS: 1) Permit Definitions: A) The"Locus"refers to the approximately 5.7 acre parcel of land with land fronting on Spring Hill road and on Molly Towne Road as shown on a portion of Assessors Map 107A,Parcel 234, and also known as 54 Spring Hill Road.,North Andover,Massachusetts. B) The"Plans"refer to the plans prepared by Christiansen & Sergi 160 Summer St., Haverhill, MA 01830 dated May 19, 2009, revised to August 11, 2009, August 21, 2009, August 24, 2009, September 14, 2009 and September 15, 2009 consisting of Sheets 1 - 5, titled "Definitive Subdivision Plan for Kelsey Lane" and"Subdivision Proof Plan for Kelsey Lane", located in North Andover, Mass, record owner and applicant William and Lynne Gillen, 54 Spring Hill Road,North Andover,MA 01845. C) The "Project" or "Kelsey Lane" refers to the construction of a three-lot subdivision, including a lot containing an existing dwelling unit, two new driveways, the installations of stormwater management infrastructure,the installation of underground utilities, connections to existing water and sewer service and grading in the R-2 Zoning District D) The "Applicant"refers to William and Lynne Gillen, the applicant for the Definitive Subdivision Plan Approval. E) The"Project Owner"refers to the person.or entity holding the fee interest to the title to the Locus from time to time,which can include but is not limited to the applicant,developer,and owner. 2) The roadway, utilities and stormwater management systems will be constructed according to the Plans, with the following waivers granted by the Town of North Andover Planning Board, according to the provisions of the Town of North Andover Rules and Regulations Governing the Subdivision of Land. These waivers are hereby granted in consideration of the fact that the design of the roadway was changed from that of a conventional subdivision road to the less intrusive roadway design as presented on the approved Definitive Subdivision Plan • Section 6.8.1 Table 1A.Minimum pavement width for a local residential street is 26 ft.Two 12' wide driveways are proposed. • Section 6.8.1 Table 1A. Minimum intersection corner curb radius is 40 ft. 5 ft.radius at the driveways is proposed. • Section 6.8.1 Table IA.A 50 ft.vertical curve is proposed, instead of the required 100 ft. • Section 6.8.1 Table IA.No cul-de-sac is proposed. • Section 6.9.No curbing is proposed. • Section 6.11.No sidewalks are proposed. • Section 6.15.2.No fire hydrants are proposed. There is a fire hydrant within 200 ft. of the current driveway entrance to 166 Salem St. • Section 6.18.1. No street trees are proposed. • Section 6.21.No street lighting is proposed. • Appendix I. "Driveway"construction will consist of an 8' gravel base,topped by a 2 '/2' binder course. The requirement is for 12' gravel base,with a 4' sub-base of crushed stone, a 4'binder course and 1 '/2' top course. 3 Kelsey Lane Subdivision,off Molly Towne Road Map 107A,Parcel 234 j. The applicant must meet with the Town Planner in order to ensure that the plans conform to the Board's decision. These plans must be submitted within ninety (90) days of filing the decision with the Town Clerk. k. The Subdivision Decision for this project must appear on the mylars. 1. A Development Schedule must be submitted for signature by the Town Planner. The schedule must show building permit eligibility by quarter for all lots. in. All documents shall be prepared at the expense of the applicant, as required by the Planning Board Rules and Regulations Governing the Subdivision of Land. " PRIOR TO THE START OF CONSTRUCTION 1) The record plans must be endorsed by the Planning Board and recorded by the applicant at the Registry of Deeds. 2) Three (3) copies of the signed, recorded plans and two copies of the following recorded documents must be delivered to the Planning Department:. Subdivision Approval Form M, Easement documents, homeowners' agreement and maintenance documents referred to in Condition 3 under"Special Conditions". 3) Yellow"Caution tape must be placed along the limit of clearing and grading as shown on the plan. The Planning Staff must be contacted prior to any cutting and or clearing on site. 4) All applicable erosion control measures must be in place and reviewed and approved by the Planning Department. 5) A Performance Guarantee in an amount of four thousand dollars($4,000), shall be posted to ensure completion of the work in accordance with the Plans approved as part of this conditional approval. The bond must be in the form acceptable to the North Andover Planning Board. Items covered by the Bond may include,but shall not be limited to: a. as-built drawings; b. sewers and utilities; c. roadway construction and maintenance; d. lot and site erosion control; e. site screening and street trees; £ drainage facilities; g. site restoration; h. final site cleanup. 6) A pre-construction meeting must be held with the developer,their construction employees,Planning Department and Building Department (and other applicable departments)to discuss scheduling of inspections to be conducted on the project and the construction schedule. 7) In lieu of constructing sidewalks, the applicant has agreed to make a contribution to the sidewalk fund. The DPW will determine the amount of the contribution and evidence of DPW's determination and a receipt for the contribution must be submitted to the Town Planner. PRIOR TO THE ISSUANCE OF A BUILDING PERMIT 1) The private driveway must be constructed to binder paving with stabilized shoulders and the rain gardens in place. 2) A Plot Plan for the lot in question must be submitted to include the following: 5 Kelsey Lane Subdivision,off Molly Towne Road Map 107A,Parcel 234 a. Location of the structure b. Location of the driveway c. Location of all water and sewer lines d. Any graded called for on the lot e. Location of drainage,utility and other easements. 3) All appropriate erosion control measures for the lot shall be in place. 4) All catch basins shall be protected and maintained with hay bales to prevent siltation into the drain line during construction. 5) The lot in question shall be staked in the field. The location of any major departures from the plan must be shown. 6) Lot numbers,visible from all roadways must be posted on all lots. DURING CONSTRUCTION 1) Any stockpiling of materials (dirt, wood, construction material, etc.) must be shown on a plan and reviewed and approved by the Planning Staff. Any approved piles must remain covered at all times and fenced off to minimize any dust problems that may occur with adjacent properties. 2) It shall be the responsibility of the developer to assure that no erosion from the site of construction shall occur which will cause deposition of"soil or sediment upon adjacent properties or public ways, except as normally ancillary to off-site sewer or other off-site construction. Off-site erosion will be a basis for the Planning Board making a finding that the project is not in compliance with the plan; provided, however, that the Planning Board shall give the developer written notice of any such finding and ten days to cure said condition. 3) In an effort to reduce noise levels, the developer shall keep in optimum working order, through regular maintenance,any and all equipment that shall emanate sounds from the structures or site. PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY 1) House numbers for each lot must be posted so as to be seen from the street. 2) All slopes shall be stabilized, as determined by the Planning Board, with regard to erosion and safety. 3) All Iots must be raked, loamed and seeded, sodded or mulched, if the weather does not permit seeding or sodding. 4) It shall be the developer's responsibility to assure the proper placement of the driveways regardless of whether individual lots are sold. The Planning Board requires any driveway to be moved at the owner's expense if such driveway is at a catch basin or stone bound position. 5) The Planning Board reserves the right to review the site after construction is complete and require additional site screening as it deems necessary and reasonable. 6 Kelsey Lane Subdivision,off Molly Towne Road Map 107A,Parcel 234 6) The applicant must submit a Tetter from the architect and engineer of the project stating that the building and site layout substantially comply with the plans referenced at the end of this decision as endorsed by the Planning Board. 7) The homes built on lots 2 and 3 must be equipped with a home sprinkler system that will be installed according to current building code standards. The sprinkler systems must be inspected and approved by the North Andover Fire Department. PRIOR TO THE FINAL RELEASE OF ALL SECURITY AND ESCROWED FUNDS 1) A final as-built plan showing final topography, the location of all on- site utilities, structures and drainage facilities must be submitted to the Planning Department. 2) The Planning Board must by a majority vote make a finding that the site is in conformance with the approved plan. 3) The Town Planner shall ensure that all Planning, Conservation, Board of Health and Division of Public Works requirements are satisfied and that construction was in strict compliance with all approved plans and conditions. 4) The private driveway and all stormwater management systems must be constructed according to the plans approved by the Planning Board GENERAL CONDITIONS i) T lie contractor shall contact Dig Safe at least 72 hours prior to commencing any excavation. 2) Gas, Telephone, Cable and Electric utilities shall be installed underground as specified by the respective utility companies. 3) The hours for construction shall be limited to between 7:00 a.m. and 5:00 p.m. Monday through Friday and between 8:00 a.m.and 5:00 p.m. on Saturday. 4) The provisions of this conditional approval shall apply to and be binding upon the applicant, its employees and all successors and assigns in interest or control. 5) Any action by a Town Board, Commission, or Department, which requires changes in the plan or design of the building, as presented to the Planning Board, may be subject to modification by the Planning Board. 6) Any revisions shall be submitted to the Town Planner for review. If these revisions are deemed substantial,the developer must submit revised plans to the Planning Board for approval. 7) The following information shall be deemed part of the decision: Plan titled: Definitive Subdivision Plan for"Kelsey Lane located in North Andover,MA Subdivision Proof Plan for"Kelsey Lane',located in North Andover,MA Prepared for: William&Lynne Gillen 54 Spring Hill Road North Andover,MA 01845 Prepared by: Christiansen&Sergi 7 Kelsey Lane Subdivision,off Molly Towne Road Map 107A,Parcel 234 160 Summer St. Haverhill,MA North Andover,MA 01845 Scale: 1"=40' Date: May 19, 2009, revisions August 11, 2009, August 24, 2009, August 21, 2009, September 14,2009 and September 15,2009. Sheets: 5 Application for Definitive Subdivision Plan Received: July 1,2009 Narrative Received: July 1,2009 Stormwater Management Report: Received: July 1,2009,updated August 11,2009,August 21,2009 and September 15,2009. cc: Town Departments Applicant Engineer Abutters Assessor C:) t I CA 8 RECEIVED `I0W!! LFE" 'S OF;ICE Form C 2009 JUN 16 PM 2: 06 Application For Definitive Subdivision Approval TOWN,' OF Received;Town of North Andover Town CoM I' Stamp three(3)forms with the Town Clerk. File one(1)copy with the Town Clerk and two(2) with the Planning Department. To the Planning Board: The undersigned,being an applicant under Chapter 41, 81-0, 81-T, 81-U,MGL, for approval of a proposed subdivision plan,hereby submits a Definitive Plan and makes application for approval to the North Andover Planning Board: The undersigned hereby applies for the approval of said Definitive plan by the Board, and in furtherance thereof hereby agrees to abided by the Board's Rules and Regulations. The undersigned hereby further covenants and agrees with the Town of North Andover,upon approval of said Definitive plan by the Board: a. To install the utilities in accordance with the rules and regulations of the Planning Board,Department of Public Works,the Board of Health,and all general as well as zoning by-laws of said Town,as are applicable to the installation of utilities with the utilities within the limits of ways and streets; b. To complete and construct the street or ways and other improvements shown thereon in accordance with Section V and VI of the Rules and Regulations of the Planning Board, including all Appendices(I-VI)and Figures(1-27),and the approved Definitive plan,profiles and cross-sections of the same. Said plan, profiles,cross-sections and construction specifications are specifically,by reference, incorporated hereing and made a part of this application. This application and the covenants and agreements herein shall be binding upon all heirs,executors,administrators,successors,grantees of the whole or part of said land,and assigns of the undersigned;and C. To complete the aforesaid installations and construction within two(2)years from the date hereof. 1. Name of Applicant: W l L L 1 A V!, G I L L E N Address: 5-4 S P k I NJ G- [+ ILL, R Dkb Signature of Applicant �yy'�` � ��/� � . MDU-1 Tovju ,Rom D - JVAP I DSA +3r7/wEL Z3 l� a- 2. Name of Subdivision: , 3. Location and Description of Property[include Assessor's Map&Lot and Zoning District(s)]'r MA P WA., Nr2Ct�—�J , Su��;✓�sirrn 1PQl�in� ex�s�iri5Tqu_s� Address of Property Being Affected: Zoning District: o� Assessors: Map#: 167,q Lot# ZJ 4. Deed Reference: Book / , Page t 9 and/or Certificate of Title No. 5. Name of Surveyor/Engineer: �'�}2l 5 77F11V5 C/II Address: y 51t rrm mey Via--+ t4Gt Ue2LA<ll A D 1�'3 6 Easements&Restrictions of Record(Describe&Include Deed References) 6. Preliminary Plan Submitted? 0 Plana ap/proved?( Date: Signature of Owner(s): Address: Received: Town of North Andover Town Clerk(date stamp): Signature of Town Official receiving this application: t CHRISTIANSEN & SERGI, INC. PROFESSIONAL ENGINEERS AND LAND SURVEYORS 180 SUMMER STREET', HAVERHILL,MA 01830-6318 (978)373-0310 FAX:(978)372-3960 STORMWATER MANAGEMENT REPORT FOR "Kelsey Lane" fN FORTH ANDOVER, MASSACHUSETTS PREPARED FOR: William Gillen DATE: MAY 19, 2009 Stormwater Management Report for "Kelsey Lane",North Andover,Mass, Index I Introduction H Hydrologic Analysis III Soils Analysis IV Operation and Maintenance Plan Stormwater Management Report for "Kelsey Lane",North Andover,Mass, I) Introduction The "Kelsey Lane" Subdivision will consist of the construction of a new residential street and two new single-family house lots on 2.9 acres of land located off of Molly Town Road in North Andover. A proposed 169-foot long roadway(Kelsey Lane) will provide street frontage and access for the 2 new lots. The stormwater management system considers the impacts of the new road and all of the proposed construction on the site (i.e. the two new houses and the expansion/modification of the existing house and driveway). The proposed stormwater management system for the project includes the installation of a drainage system with four deep-sump,hooded catch basins that will collect roadway runoff. Two of the four catch basins will discharge into the detention basin located at the north end of the project site, while the other two catch basins will tie into the existing drainage system on Molly Towne Road. The detention basin has been designed to infiltrate runoff that will be generated from storms; during high intensity storms a portion of the runoff will discharge through orifice plate on a square drain manhole within the detention basin and tie into the existing drainage system on Molly Towne Road. Roof runoff will be recharged into the groundwater through the installation of roof runoff drywells for all of the new houses. The detention area and roof runoff infiltration areas will mitigate the peak runoff rates from the project so that they will be equal to or less than the peak runoff rates under existing conditions. It should be noted that since the project is a housing development comprised of detached single-family dwellings on four or fewer lots, it is exempt from the Massachusetts Department of Environmental Protection's Stormwater Management Standards. ,�fi w4gt' s OW im AL zr 4 � 1M Ppa t�;.Y" t ����� � ��� •. � VAI. ¢� d n r o� N u., .a a rs jps lkl p a t 0 � � 4 a FIGURE 1: USCS MAP DATE.• MAY 19, 2009 DWG. NO.: 05077022 z a = CHRISTIANSEN SERCI ND DEERS 160 SU M(M ST. MA ERIM.4 AM 01830 TEL. 878-373-0310 02009 8Y ChW611ANSEN R SERGI, NYW, SCALE: 1 "=500'I 4. A I All"i vt 'Ak A;i T� -1.............. a� p✓ 9 r , r s W W , > s rrWP w z �r yNr > FIGURE 2: AERIAL PHO TO DA TE: MA Y 15, 2009 DWG. N0.: 05077022 z ,- -- O L ENGICHRIS TIA NSEN & J E/� (.T I P�LANDf S,URVEYORS££RS 160 SUMMER SL HAVERHILL, MA ©1830 W. 978-373-0310 @2009 BY CHRIST14NSEN & S£RGI, INC. SCALE: 1 "= 150 '± Section II: Hydrologic Analysis Stormwater Management Report for "Kelsey Lane',forth Andover,Mass, H) Hydrologic Analysis A hydrologic analysis has been performed to determine the impact that the development of the project site will have on off-site peak runoff rates. The"HydroCAD" Stormwater Modeling System has been used to compare the pre-and post-development runoff rates and to design the stormwater conveyance, detention, and infiltration facilities. The stormwater management system as designed will keep post-development peak runoff rates equal to or less than the pre-development peak rates for the 2, 10, and 100-year storm events, and the structures and piping in the drainage system have sufficient capacity to convey runoff from the 100-year event. Under existing conditions, stormwater runoff from the project site flows off-site in four distinct flow directions. Figure 1: Plan of Existing Drainage Conditions shows the boundaries and flow directions of the drainage subcatchments, as follows: Existing Subcatchment 1.1 (ESC 1.1)is the portion of the project site that contributes runoff southward towards Molly Towne Road Existing Subcatchment 2.1 (ESC 2.1)is the portion of the project site that contributes runoff towards the abutting properties to the southwest. Existing Subcatchment 2.2(ESC 2.2)is the portion of the project site that contributes runoff towards the abutting property to the southeast. Existing Subcatchment 3.1 (ESC 31)is the portion of the project site that contributes runoff towards the abutting property to the north. Figure 2: Plan of Proposed Drainage Conditions shows the project site under the proposed post-development conditions. The drainage areas will be altered under post-development conditions as follows: Proposed Subcatchment 1.1 (PSC 1.1)is the portion of the project that would contribute runoff to Molly Towne Road via catch basins 1 and 2. The area has been reduced in size from 0.685 acres to 0.096 acres under post-development conditions. This reduction in area will result in post-development peak runoff rates that are equal to or less than the pre-development peak rates towards Molly Towne Road. Proposed Subcatchment 1.2(PSC 1.2)is the portion of the project that would contribute runoff to the infiltration/detention basin, with overflow going to the Molly Towne Road drainage system. The total area of the subcatchment is 1.99 acres. The proposed detention basin will result in post-development peak runoff rates that are equal to or less than the pre-development peak rates towards the properties to the Molly Towne Road. Proposed Subcatchment 2.1 (PSC 2.1)is the portion of the project that would continue to contribute runoff towards the abutting property to the south. This area has been reduced in size from 2.00 acres to 1.47 acres under post-development conditions. This reduction in area will result in post-development peak runoff rates that are equal to or less than the pre-development peak rates towards the abutting properties to the south. Proposed Subcatchment 3.1 (PSC 3.1)is the portion of the project that would continue to contribute runoff towards the abutting property to the north. This area has been reduced in size from 2.5 acres to 1.61 acres under post-development conditions. This reduction in area will result in post-development peak runoff rates that are equal to or less than the pre-development peak rates towards the abutting properties to the north. The results of the hydrologic analysis are summarized in the following table. It should be noted that the overall peak runoff rates to each of the three offsite point of concerns will be remain equal or decreased under post-development conditions. The three points of concern being Molly Towne Road, land to the north of the site and land south of the site. TABLE 1: SUMMARY OF HYDROLOGIC ANALYSIS Molly Towne Road South North Peak Peak Peak Rate Rate Rate (CFS) (CFS) (CFS) 2-Year Existing 0.2 0.4 0.6 Storm Proposed 0.2 0.3 0.6 10-Year —EAsting 0.6 1.8 1.8 Stone Proposed 0.4 1.5 1.6 100-Year Existing 1.5 4.2 3.9 Storm Proposed 1.1 3.5 3.3 The HydroCAD drainage diagrams and calculation/data sheets for the analysis of the 2, 10, and 100-year storms for existing and post-development conditions are included to support the results of the analysis. Surface flow to Molly Surface F to S ace Flow to Surface F! w to North To e Rd st Southeast POCK Surface flow to Molly Surface Flow to South Surface Flow to North Towne Rd 'PSC i 2 Surface fla to D-Pond Surface fl to Molly Surface ftc w to South Surface fic w to North Tow te Rd 147 POC 1-2 v D-POND 1 Surface flow to Molly Surface flow to South Surface Flow to North Towne Rd Bobcat;' Reach',. ,'O '`°� _Link GOm Dr~5-79-09 �—� by Civ' " &Sergi,Ittc., PrWftd 6/2/2" Hy&vCAM9.00 sln 01057 02009 HyndroCAD Softmm Solutbons LLC Gillian Drainage 5-19-09 Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 sln 01057 Q2009HydmCADSoftwmSo1ufionsLLC Page 2 Area Ustiing(aN nodes) Area CN Desai r O ( ) 324,619 60 Woods,Fair,HSG B (ESC 2.2,ESC 3.1,ESC1.1,E=.1,PSC 2.1,PSC 3.1) 75,204 61 >75%Grass cover,Good,HSG B (PSC 1.1,PSC1.2) 38,565 79 Woods,Fes,HSG D (ESC 3.1,PSC 3.1) 411 80 >75%Grass cover,Good,HSG D (PSC1.2) 13,139 98 Paved pe ft&roofs (PSC1.2) 2,204 98 Paved roads w/cxffbs&sewers (PSC 1.1) 454,142 TOTAL AREA Gillian Drainage 5-19-09 Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 02009 HydroCAD Software Solutions LLC Page 3 Soil Lusting(all nodes) Area Soil Subcatchment (sq-ft) Goup Numbers 0 HSG A 399,823 HSG B ESC 2.2,ESC 3,1, ESC1.1,ESC2.1,PSC 1.1,PSG 2.1,PSC 3.1, PSC1.2 0 HSG C 38,976 HSG D ESC 3.1,PSC 3.1,PSC1.2 15,343 Other PSC 1.1, PSC1.2 454,142 TOTAL AREA Gillian Drainage 5-19-09 Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 stn 01057 C 2009 HydroCAD Sotivrare SokMwm LLC Page 4 Pipe L'sfing(all nodes) Line# Node {n4rivert O 4nvert Length Slope n DiamMidth Height Number (feet) (feet) (feet) (Wmt) ( ) (inches) 1 POC 1.2 200.25 200.00 70.0 0.0036 0.013 12.0 0.0 Gillian Drainage 5-19-09 Type !1124-hr 100yr Rainfali=6.50" Prepared by Christiansen & Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 0 2009 HydroCAD Software Solu#ions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs,481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESC 2.2: Surface Flow to Runoff Area=68,320 sf 0.00% Impervious Runoff Depth>2.25" Flow Lerugth--312' Tc=19.6 min CN---60 Runoff--2.68 cfs 12,782 cf Subcatchment ESC 3.1: Surface Flow to North RurroffArea;-87,119 sf 0.00%Impervious Runoff Dep&-2.61" Flow Lergth=248' Tc=22.5 min CN=64 Runoff--3.85 cfs 18,969 cf Subcatchment ESC1.1: Surface flow to Molly Runoff Area=34,595 sf 0.00%Impervious Runoff Depth>2.25" Flow Lengttr-319' Tc--15.2 min CW-60 Runoff-1.50 cfs 6,480 cf Subcatchment ESC2.1: Surface Flow to Runoff Area=38,966 sf 0.00%Impervious Runoff Depth>2.25" Flaw Length--207 7 10.9 min CN=60 Runoff 1.91 cfs 7,307 cf Subcatchment PSC 1.1: Surface flow to Molly Runoff Anea=3,757 sf 58.66%Impervious Runoff Depth>4.55" Flow Lerrgth=90' Tc=6.0 min CN-83 Runoff-0.44 cfs 1,426 of Subcatchment PSC 2.1: Surface flow to South Runoff Area=70,120 sf 0.00% Impervious Runoff Depth>2.25" Flow Lengttu=315' Tc=9.8 rrin CN=60 Runoff-3.54 cfs 13,154 cf Subcatchment PSC 3.1: Surface flow to North Runoff Area=64,064 sf 0.00%Impervious Runoff Depth>2.81" Flow Length=239 Tc=18.5 min CN=66 Runoff--3.32 cfs 14,978 cf Subcatchment PSC1.2: Surface flow to D-Pond Runoff Area---87,201 sf 15.07%Impervious Runoff Depth>2.90" Flow Lengttr--412' Tc=16.0 min CN=67 Runoff--4.95 cfs 21,099 cf Pond POC 1.1: Surface flow to Molly Towne Rd Inflow--1.06 cfs 20,863 c€ Primary--1.06 cfs 20,863 cf Pond POC 1.2: D-POND 1 Peak Elev=204.45' Storage=8,859 cf Inflow-4.95 cfs 21,099 cf Outflow--1.02 cfs 19,437 cf Pond POC1: Surface flow to Molly Towne Rd Inflow--1.50 cfs 6,480 cf Primary--1.50 cfs 6,480 c€ Pond POC2: Surface Flow to South Infbw--4.20 cfs 20,090 cf Pdmary=4.20 cfs 20,090 cf Pond POC2.1: Surface flow to South Inflow--3.54 cfs 13,154 cf Primary--3.54 cfs 13,154 cf Pond POC3: Surface Flow to North lnfbw=3.85 ds 18,969 cf Primary--3.85 cfs 18,969 cf Pond POC3.1: Surface Flow to North Inflow--3.32 cfs 14,978 cf Primary--3.32 cfs 14,978 cf Total Runoff Area=454,142 sf Runoff Volume=96,195 of Average Runoff Depth=2.54" 96.62%Pervious=438,799 sf 3.38%Impervious=15,343 sf Gillian Drainage 5-19-09 Type/ll 24-hr 100yr Rainfall=6.50 Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 stn 01057 02009 Hy droCAD Software Sakons LLC Paae 6 Summary for Subcatchment ESC 2.2: Surface Flow to Southeast Runoff = 2.68 cfs @ 12.29 hrs, Volume= 12,782 cf, Depth> 2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-24.00 hrs, dt=0.05 hrs Type III 24-hr 100yr Rainfall=6.50" Area (sf) CN Description 68,320 60 Woods, Fair, HSG B 68,320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 16.5 50 0.0100 0.05 Sheet Flow, SHEETI Woods: Light underbrush n=0.400 P2= 3.10" 3.1 262 0.0780 1.40 Shallow Concentrated Flow, Woodland Kw 5.0 fps 19.6 312 Total Subcatchment ESC 2.2: Surface Flow to Soulfwast 2.68 d 61229 tis Rurrof r Runoff=2.68 cfs @ 12.29 hrs Type 11124-hr 100yr 2 Rainfall=6.50" Runoff Area=68,320 sf Runoff Volume=12,782 cf Runoff Depth>2.25" LL Flow Length=312' 1 Tc=19.6 min CN=60 w � 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Gillian Drainage 5-19-09 Type 11124-hr 100yr Rainfall=6.50" Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 02009 HydroCAD Software Solutions LLC Page 7 I Summary for Sut>catchment ESC 3.1: Surface Flow to North Runoff = 3.85 cls @ 12.33 hrs, Volume= 18,969 cf, Depth> 2.61" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs, dt=0.05 hrs Type III 24-hr 100yr Rainfall=6.50" Area (sf) CN Description 67,623 60 Woods, Fair, HSG B 19,496 79 Woods, Fair, HSG D 87,119 64 Weighted Average 87,119 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fYft) ftsec) (cls) 20.3 50 0.0060 0.04 Sheet Flow,VV53 Woods: Light underbrush n= 0.400 P2= 3.10" 2.2 198 0.0870 1.47 Shallow Concenbated Flow, Woodland Kv=5.0 fps 22.5 248 Total Subcatchment ESC 3.1: Surface Flow to North 4 3.85 cls 1233 hrs Rung Runoff"-3.85 cfs @ 12.33 hrs Type III 24-hr 100yr �i 3 Rainfall=6.50" ID Runoff Area=87,119 sf Runoff Volume=18,969 cf 2 Runoff Depth>2.61" Flow Length=248' Tc=22.5 min CN=64 ii o- III 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Gillian Drainage 5-19-09 Type///24-hr 100yr Rainfafi=6.50" Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 stnO1057 02009 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment ESC1.1: Surface flow to Molly Towne Rd Runoff = 1.50 ds Q 12.22 hrs, Volume= 6,480 cf, Depth> 2.25" Span= 0.00-24.00 hrs dt= 0.05 hrs Runoff b SCS TR-20 method UH-SCS Time , y � P Type III 24-hr 100yr Rainfall=6.50" Area (sQ CN Description n P 34,595 60 Woods, Fair, HSG B 34,595 100.000/6 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0250 0.07 Sheet Flow,WS1 Woods: Light underbrush n^0.400 P2=3.10" 3.7 269 0.0586 1.21 Shallow Concentrated Flow, Woodland Kv=5.0 fps 15.2 319 Total Subcatchment ESC1.1: Surface flow to Molly Towne Rd 1.50 ds Q_12.22 hrs Runoff Runoff-6-1.50 cfs @ 12.22 hrs Type III 24-hr 100yr Rainfall=6.50" 1 Runoff Area=34,595 sf Runoff Volume=6,480 cf Runoff Depth>2.25" LL Flow Length=319' Tc=15.2 min CN=60 of 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Tune (hours) Gillian Drainage 5-19-09 Type///24-hr 100yr Rainfall=6.50" Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroGAD®9.00 s/n 01057 02009 HydroGAD Software Solutions LLC Page 9 Summary for Subcatchment ESC2.1: Surface Flow to Southwest Runoff = 1.91 cfs @ 12.16 hrs, Volume 7,307 cf, Depth> 2.25" Runoff by SCS TR-20 method, UH=SCS,Time Span 0.00-24.00 hrs, dt=0.05 hrs Type III 24-hr 100yr Rainfall=6.50" Area (so CN Description 38,966 60 Woods, Fair, HSG B 38,966 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 50 0.0450 0.09 Sheet Flow,WS 2 Woods: Light underbrush n=0.400 P2= 3.10" 1.8 152 0.0775 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.9 202 Total Subeatchment ESC2.1: Surface Flow to Southwest 2 1.91 dS a 12.16 hs Runoff Runoff--1.91 cfs @ 12.16 hrs <t Type III 24-hr 100yr �t Rainfall=6.50" Runoff Area=38,966 sf Runoff Volume=7,307 cf 1 Runoff Depth>2.25" 1 Flow Length=202' Tc=10.9 min CN=601 0 . el 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I Gillian Drainage 5-19-09 Type III 24-hr 1 00y Rainfall=6.50" Prepared by Christiansen &Sergi, Inc. Printed 612/2009 HydroCAD®9.00 s/n 01057 02009FlydroCADSo*"eSOkjfionsLLC Page W Summary for Subcatchment PSC 1.1: Surface flow to Molly Towne Rd Runoff = 0.44 cfs @ 12.09 hrs, Volume= 1,426 cf, Depth> 4.55" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.05 hrs Type III 24-hr 100yr Rainfall=6.50" Area (sf) CN Description 2,204 98 Paved roads w/curbs&sewers 1,553 61 >75% Grass cover, Good, HSG B 3,757 83 Weighted Average 1,553 41.34% Pervious Area 2,204 58.66% Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0450 1.63 Sheet Flow, I'I Smoothsurfaces n--0.011 P2= 3.10" 0.2 40 0.0238 3.13 Shallow ConcenbaW Flow, Paved Kv=20.3 fps 5.3 Direct Entry,tc min 6.0 90 Total i Subcatchment PSC 1.1: Surface flow to Molly Towne Rd 0.48. 0.46; 0.44 cds 12.09 Ms Runoff 0.44 0.42: Runoff--0.44 cfs @ 12.09 hrs 0.4 o.38 Type III 24-h r 100 r x= YP Y os 34 Rainfall=6.50" 0.32 Runoff Area=3,757 sf 0.3. 0:28 Runoff Volume=1,426 cf 3 0.24' LL Runoff Depth>4.55�' 0.22 0.2 Flow Length=90' 0.18' 0.16 Tc=6.0 min 0.14 0.12 CN=83 0.1 0.08- 0.06 0.04 _. 0.02 .._.� 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Tune (tours) Gillian Drainage 5-19-09 Type 11124-hr 100yr Rainfall=6 50" Prepared by Christiansen & Sergi, Inc. Printed 6!2/2009 HydroCADS 9.00 stnO1057 ©2009 HydroCAD Software Solutions LLC Pape 11 Summary for Subcatchment PSC 2.1: Surface flow to South Runoff = 3.54 cfs @ 12.15 hrs, Volume= 13,154 cf, Depth> 2.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100yr Rainfall=6.50" Area (so_ CN Description 70,120 60 Woods, Fair, HSG B 70,120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 50 0.1000 0.13 Sheet Flow, Woods: Light underbrush n=0.400 P2=3.10" 3.2 265 0.0770 1.39 Shallow Concentrated Flow, Woodland Kv=5.0 fps 9.8 315 Total Subcatchment PSC Z.1: Surface flow to South 3 54 ds Q 42.15 hrs Runoff=3.54 cfs @ 12.15 hrs 3 Type III 24-hr 100yr Rainfall=6.50" f Runoff Area=70,120 sf Runoff Volume=13,154 cf 0 2 Runoff Depth>2.25" r v LL Flow Length=315' Tc=9.8 min x CN=60 t i 4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (Fours) Gillian Drainage 5-19-09 Type 11124-hr 100yr Rainfall=6.60" Prepared by Christiansen & Sergi, Inc. Printed 6/2/2009 HydroCAD0 9.00 stnO1057 02009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment PSC 3.1: Surface flow to North Runoff = 3.32 cfs @ 12.27 hrs, Volume= 14,978 cf, Depth> 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100yr Rainfall=6.50" Area (so CN Description 44,995 60 Woods, Fair, HSG B 19,069 79 Woods, Fair, HSG D 64,064 66 Weighted Average 64,064 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 50 0.0100 0.05 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 2.0 189 0.1000 1.58 Shallow Conc:entrOW Flow, Woodland Kv= 5.0 fps 18.5 239 Total Subcatchment PSC 3.1: Surface flow tD North 3.32 efs a 12.27 hrs Runoff 3 Runoff--3.32 cfs @ 12.27 hrs Type III 24-hr 100yr Rainfall=6.50" Runoff Area=64,064 sf 2 Runoff Volume=14,978 cf 9 Runoff Depth>2.81" LL Flow Length=239' Tc=18.5 min 1 CN=66 o �s« 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Gillian Drainage 5-19-09 Type ///24-hr 100yr Rainfall=6.50" Prepared by Christiansen &Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 0 2009 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment PSC1.2: Surface flow to D-Pond 1 Runoff = 4.95 cfs @ 12.23 hrs, Volume= 21,099 cf, Depth> 2.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100yr Rainfall=6.50" Area (sf) CN Description 411 80 >75%Grass cover, Good, HSG D 73,651 61 >75% Grass cover,Good, HSG B 13,139 98 Paved parking&roofs 87,201 67 Weighted Average 74,062 84.93% Pervious Area 13,139 15.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 50 0.0250 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 4.5 362 0.0710 1.33 Shallow Concentrated Flow, Woodland Kv=5.0 fps 16.0 412 Total Subcatchment PSC1.2: Surface flow to t3-Pond 1 �y 495 ds�12.23 hrs n.,Runoff 5 Runoff--4.95 cfs @ 12.23 hrs Type III 24-hr 100yr E 4 Rainfall=6.50" Runoff Area=87,201 sf k b 3- Runoff Volume=21,099 cf Runoff Depth>2.90" U. Flow Length=412' e 2 Tc=16.0 min CN=67 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Gillian Drainage 5-19-09 Type NJ 24-hr 1 00y Rainfall=6.50" Prepared by Christiansen &Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 02009 HydroCAD Software Solutions LLC Page 14 Summary for Pond POC 1.1: Surface flow to Molly Towne Rd [40] Hint: Not Described(Outflow--inflow) Inflow Area= 90,958 sf, 16.87% Impervious, Inflow Depth> 2.75" for 100yr event Inflow = 1.06 cfs @ 12.83 hrs, Volume= 20,863 cf Primary = 1.06 cfs @ 12.83 hrs, Volume= 20,863 cf, Atten=0%, Lag= 0.0 min Routing by Stor-Ind method,Time Span=0.00-24.00 hrs, dt=0.05 hrs Pond POC 1.1: Surface flow to Molly Towne Rd 1.06 ds 6 12.83 his Uflow 1_ Primary Inflow Area=90,958 sf Inflow--11.06 cfs @ 12.83 hrs Primary--1.06 cfs @ 12.83 hrs 3 0 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I Gillian Drainage 5-19-09 Type N 24-hr 100yr- Rainfall=6 50- Prepared by Christiansen &Sergi, Inc. Printed 6/2/2009 HYdroCAD®9.00 s/n 01057 0 2009 HydroCAD Software Solutions LLC Page 15 Summary for Pond POC 1.2: D-POND 1 Inflow Area = 87,201 sf, 15.07% Impervious, Inflow Depth> 2.90" for 100yr event Inflow = 4.95 cfs @ 12.23 hrs, Volume= 21,099 cf Outflow = 1.02 cfs @ 12.89 hrs, Volume= 19,437d, Atten=79%, Lag=39.7 min Primary = 1.02 cfs @ 12.89 hrs, Volume= 19,437 cf Routing by Stor-Ind method, Time Span=0.00-24.00 hrs, dt=0.05 hrs Peak Elev= 204.45' @ 12.89 hrs Surf.Area= 3,997 sf Storage= 8,859 cf Plug-Flow detention time= 166.7 min calculated for 19,397 cf(92% of inflow) Center-of-Mass det. time= 127.5 min (975.9-848.5) Volume Invert Avail.Storage Storage Description #1 201.00' 11,167 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 201.00 1,200 0 0 202.00 1,945 1,573 1,573 204.00 3,613 5,558 7,131 205.00 4,459 4,036 11,167 Device Routing Invert Outlet Devices #1 Device 2 201.00' 1.0"Vert 06ficelGratie X 4.00 caurms X 3 rows with 8.0"cc spacing C=0.600 #2 Primary 200.25' 12.0" Round Culvert L=70.0' RCP, sq.cut end projecting, Ke=0.500 Outlet Invert=200.00' S= 0.00367 Cc--0.900 n= 0.013 #3 Device 2 203.75' 2A"Vert. OrificefGrate X 6.00 C= 0.600 Primary OutFlow Max=1.02 cfs @ 12.89 hrs HW=204.45' (Free Discharge) t-2=Culvert (Passes 1.02 cfs of 6.09 cfs potential flow) t1=Orifice/Grate (Orifice Controls 0.52 cfs @ 7.94 fps) 3=Orifice/Grate (Orifice Controls 0.50 cls @ 3.79 fps) Gillian Drainage 5-19-09 Type fit 24-hr 100yr Rainfall=6.50" Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 MydroCAE)0 9.00 sfn 01057 02009 HydroCAD Software Solutions LLC Pape 16 Pond POC 1.2: D-POND 1 4.95 cis @ 1223 his -Ir►flow 5 i - - - - Prima ry Inflow Area=87,201 sf Inflow--4.95 cfs a@ 12.23 hrs 4 Primary--1.02 cfs a@i 12.89 hrs Peak Elev=204.45' w 3 Storage=8,859 cf v 3 0 LL 2 1.02 ds@ 12.89 hrs 0 >, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I I Gillian Drainage 5-19-09 Type 11124-fir 1 00y Rainfall=fi 50" Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 02009 HydroCAD Software Sokitions LLC Page 17 Summary for Pond POC1: Surface flow to Molt i y Towne Rd [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 34,595 sf, 0.00% Impervious, Inflow Depth> 2.25" for 100yr event Inflow = 1.50 cfs @ 12.22 hrs, Volume= 6,480 cf Primary = 1.50 cfs @ 12.22 hrs, Volume= 6,480 cf, Atten=0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond POC1: Surface flow to Molly Towne Rd 1 50 ds t2 22 fxs R inft. ...� .: Primary Inflow Area=34,595 sf Inflow=1.50 cfs @ 12.22 hrs t§ Primary=1.50 cfsaL712.22 hrs u 4 3 a UL 01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Gillian Drainage 5-19-09 Type 11124-hr 100yr Rainfa11=6.50" Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCADO 9.00 s/n 01057 ®2009 HydroCAD Software Sdulions LLC Page 18 Summary for Pond POC2: Surface Flow to South [40) Hint: Not Described (Outflow--Inflow) Inflow Area = 107,286 sf, 0.00% Impervious, Inflow Depth> 2.25" for 100yr event Inflow = 4.20 cfs @ 12.23 hrs, Volume= 20,090 cf Primary = 4.20 cfs @ 12.23 hrs, Volume= 20,090 cf, Atten=0%, Lag=0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs I Pond POC2: Surface Flow to South 4.26 cfs 01223 his Inflow 1 Primary 4 Inflow Area=107,286 sf Inflow--4.20 cfs @ 12.23 hrs Primary=4.20 cfs @ 12.23 hrs 3 w v IL 2 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Gillian Drainage 5-19-09 Type f1124-hr 100yr Rainfall=6 513" Prepared by Christiansen&Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 02009 HydroCAD Software SoltMons LLC Page 19 Summary for Pond POC2.1: Surface flow to South [40] Hint: Not Described (Outflow--Inflow) Inflow Area = 70,120 sf, 0.00% Impervious, Inflow Depth> 2.25" for 100yr event Inflow - 3.54 cfs @ 12.15 hrs, Volume= 13,154 cf Primary = 3.54 cls @ 12.15 hrs, Volume= 13,154 cf, Atten=0%, Lag= 0.0 min Routing by Star-Ind method, Time Span=0.00-24.00 hrs, dt= 0.05 hrs Pond POC2.1: Surface flow to South 3 54 ds 12.15 hrs Inflow Primary Inflow Area=70,120 sf 3 Inflow=3.54 cfs @ 12.15 hrs Primary=3.54 cfs @ 12.15 hrs =p i 0 2 LL M z Y. 5 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Tmw (hours) Gillian Drainage 5-19-09 Type 111 24-hr 100yr Rainfall=6.50" Prepared by Christiansen &Sergi, Inc. Printed 6/2/2009 HydroCAD09.00 s/n 01057 02009 HydroCAD Software Solutions LLC Page 20 Summary for Pond POC& Surface Flow to North [40] Hint: Not Described (Outflow--Inflow) Inflow Area = 87,119 sf; 0.00% Impervious, Inflow Depth> 2.61" for 100yr event Inflow = 3.85 ds @ 12.33 hrs, Volume= 18,969 cf Primary = 3.85 cfs @ 12.33 hrs, Volume= 18,969 cf, Atten=0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Pond POC& Surface Flow to North 4 3.85 ds C 12.33 hrs,_ Inflow _ _ Primary Inflow Area=87,119 sf Inflow--3.86 cfs @ 12.33 hrs 3 Primary=3.85 cfs @ 12.33 hrs 0 2 LL 1 ._ .,-.t.-.,...._,.....__.r...,x,. .,,.��.am..,.�...,......,.., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (haus) Gillian Drainage 5-19-09 Type Ill 24-hr 100yr Rainfall=6.50" Prepared by Christiansen &Sergi, Inc. Printed 6/2/2009 HydroCAD®9.00 s/n 01057 02009 HydroCAD Software SoMons LLC Pace 21 Summary for Pond POC3.1: Surface Flow to North [40] Hint: Not Described (Outflow--inflow) Inflow Area 64,064 sf, 0.00/ Impervious, Inflow Depth> 2.81 for 1 00y event Inflow = 3.32 cfs @ 12.27 hrs, Volume= 14,978 cf Primary = 3.32 cfs @ 12.27 hrs, Volume= 14,978 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span=0.00-24.00 hrs, dt=0.05 hrs Pond POC3.1: Surface Flow to North 3.32ds 12.27 hrs M Inflow I .. primary Inflow Area=64,064 sf 3 Inflow=3.32 cfs @ 12.27 hrs , Primary--3.32 cfs @ '12.27 hrs x = = z v 2 o LL t F 1 1 x 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Section III: Soils Analysis Stormwater Management Report for "Kelsey Lane",North Andover, Mass, III) Soils Analysis According to the Soil Conservation Service Soil(S.C.S.) Survey of Essex County, Massachusetts,the following soil type is found on the project site: Sutton fine sandy loam, 3 to 8 percent slopes Hydrologic Soil Group B Charlton fine sandy loam, 8 to 15 percent slopes Hydrologic Soil Group B Figure 3: Soil Conservation Service Soil Map shows the portion of the Soil Survey map that includes the project site. SUTTON FINE SA ND Y LOAM (3-8%) CHARL TO FINE SAND • OA A4 (3-8%) CHARLTON FINE SANDY LOAM 8- 15% FIGURE 3: SOIL CONSERVATION SERVICE SOIL MAP DATE: MAY 19, 2009 DWG NO.: 05077005 z CHRIS TIA NSEN & SERGI p IANDf S RVEYORS EERSS f60 SUMMER ST. HAV£RN/LL, MA W&W TEL. 978-373-0310 @zoos 6Y ANRWW$S£N a SCALE: 1 "- 120"-t Section IV: Operation and Maintenance Plan Stormwater Management Report for "Kelsey Lane",North Andover,Mass, r V) Operation and Maintenance Plan A. Maintenance Standards- Prior to Acceptance i) As required by the Board, all control structures and associated systems shall be inspected for functionality and damage at least twice each year by the Board's Subdivision Inspector or an agent of the Town. The costs for such inspection shall be paid by the Applicant. ii) The Applicant shall be responsible for cleaning sediment and debris from catch basins at least annually; additional cleaning may be required by the Board. iii) The Applicant shall be responsible for removal of trees, bushes and /or other growth in the sedimentation basins, and for keeping live native specie vegetative cover on the banks of such basins. Replacement for dead vegetative cover and re-seeding shall be completed promptly. iv) The Applicant shall repair or replace any damaged system to the satisfaction of the Board; the Applicant shall be responsible for any damage due to flaws in design or construction. v) The Applicant shall be responsible for cosmetic maintenance such as periodic mowing of grassed areas in sedimentation basins. B. Acceptance of the System i) Prior to any acceptance by the Town or by another entity, the control structures shall be subject to a final inspection by the Board's Subdivision Inspector and/or the Town's agent; the cost of inspection shall be paid by the Applicant; the inspection shall assure compliance with the following elements: a. The system has been constructed in accordance with the plans approved by the Board. b. All construction debris has been removed. C. Sediment has been flushed from pipes by a pressure wash. d. Catch basins and detention/retention structures are free of sediment. e. Ground cover is fully established on slopes. ii) No release of security for erosion and sedimentation control measures shall be granted until the Board is satisfied that the systems comply with the plans. iii) If as a result of the final inspection the Applicant is found to be in non- compliance with the plans, the Board may use the security to assure that the control system(s) is/are brought in to conformance and is/are cleaned and maintained properly in accordance with the plans. C. General Requirements The Applicant shall secure future maintenance of the stormwater system by a proper bond or by a deposit or money of an amount as determined by the Board. Such security must be established to the satisfaction of the Board prior to release of any lots within the development and prior to the Board's sign-off of building permit. In the event that the applicant does not follow maintenance procedures and programs as approved by the Board, the Board shall have the authority to expend any portion of said security to provide such maintenance. In the event that the stormwater system is accepted by the Town or any private association and/or trust, and, therefore the Town or a private association and/or trust, assumes the ownership of said system, any remaining portion of this security may be refunded to the applicant or the homeowner's association as deemed appropriate by the Board. s ; a\ r J LEGEND: I• A • / > a• J eA, a, j♦ 406: CHARLTON FINE SANDY LOAM SOIL TYPE B Tc 411. SUTTON FINE SANDY LOAM .�. ; ''�' f; ij ►---- ,/% �+ \ SOIL TYPE B j,,_- ---- -_ _ PS 1. SOIL LINE TIME OF CONCENTRATION (Tc) LINE Tc�,, \moi 1----- '----- PROPOSED DRAINAGE DATE: MAY 19, 2009 DWG. NO.: 97066022 yid♦ Sl TE PLAN °ti CHRIS TIA NSEN R. SERGI P�LAND SURVEYO EERSS 100' 0' 100' 200' 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 02009 BY CHRISTMNSEN & SERGI, INC. SCALE: 1" = 100' SCALE: 1 "= 100 ' •,1 a wi r 1 TG°' LEGEND: Mt' 406: CHARLTON FINE SANDY LOAM j i c SOIL TYPE B �'-C 411: SUTTON FINE SANDY LOAM :,,F,,,;- , ,, ___ \ �, SOIL TYPE B V .,8. .rte /; ;�' , - --y.---t----. � 'i got- tSC 2. 11 i p \ SOIL LINE TIME OF CONCENTRATION (Tc) LINE s Tc , X ----_ Sti '�2. � f EXISTING DRAINAGE DATE: MAY 19, 2009 DWG. NO.: 97066022 yob .SITE PLAN °ti CHRIS TIA NSEN & SERGI POLAND SURVEYORSEERS 100' 0' 100' 200' 160 SUMMER ST. HAVERH/LL, MA 01830 TEL. 978-373-0310 @200.9 BY CHRISTIANSEN & SERGI, INC. SCALE: 1" = 100' SCALE: 1 "= 100 ' z ` CHRISTIANSE & SERGI, INC. PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET, HAVERHILL, MA 01830-6318 (978)373-0310 FAX: (978)372-3960 I� DEFINITIVE SUBDIVISION WRITTEN DOCUMENTATION DEFINITIVE SUBDIVISION OF LAND KELSEY LANE ASSESSOR'S MAP 107A, PARCEL 234 IN NORTH ANDOVER, MASSACHUSETTS PREPARED FOR: WILLIAM GILLEN NORTH ANDOVER, MASSACHUSETTS 01845 MAY 19,2009 Y In accordance with Section 5.1 Application procedure for a Definitive Subdivision, the following information is provided.: 5.1.4 Filing Fees: The Base fee is $275 plus 3 lots @ $400 = $1475 The Project review fee is $4000 5.1.5 Site Evaluation Statement The subject parcel is located on Molly Towne Road. The proposed 3 lot subdivision is exempt from filing a Environmental and Community Impact Statement as outlined in Section 5.4 5.1.6 Certified copy of deed A copy of the deed is attached at the end of this document. 5.1.7 Certified list of names of abutters. A copy of the certified abutter list is attached at the end of this document. 5.1.8 List of Waivers: Waivers are requested from the following requirements of the Rules and Regulations Governing the subdivision of land in North Andover: 1) Section 6.8.1 Table 1A: The minimum right of way for a local residential street is 50 feet. 40 feet is proposed. 2) Section 6.8.1 Table 1A: The minimum pavement width for a local residential street is 26 feet. 20 feet is proposed. 3) Section 6.9 Curbing: Granite curbing is required on all new streets. No curbing is proposed. 4) Section 6.11, Sidewalks: Sidewalks are required on one side of local streets. No sidewalk is proposed. 5) Section 6.18.1, Street trees: Street trees are required to be located within the street right of way. The proposed street trees are to be planted outside of the right of way. 2 t 6) Section 5.2.5.2.11 requires proposed houses and grading be on lot layout sheet. All proposed houses and grading to be shown on sheet 4, (Site grading plan). 5.1.9 Construction Schedule The applicant proposes beginning work on the roadway immediately upon approval and will be completed within 24 months of approval. 5.1.10 Type of Performance Bond. In the event of approval of the Definitive Plan the applicant proposes a performance bond secured by deposit with the Treasurer of the Town of North Andover. 5.1.13 Good Engineering Practice/Purpose of Regulations Met I, Philip G. Christiansen, hereby certify that the work depicted on "Definitive Subdivision Plan of Land for William Gillen, at Molly Towne Road, Assessor Map 107A, Parcel 234 in North Andover, MA" dated may 19, 2009 prepared by Christiansen & Sergi, Inc. has been designed in accordance with good engineering practice and the design of the plans is in compliance with the purpose of these subdivision rules and regulations as described in Section 1.2 of the Town of North Andover Massachusetts, Planning Board Rules and Regulations ing the Subdiv' �io of Land. _ .Govern ristiansen, P.E. MA#28895 Date 3 BK 5514 PG 194 QUITCLAIMDEED We,David C.Pickul and Kimberly W.Pickul,husband and wife, of North Andover,Essex County,Massachusetts for consideration paid,and in full consideration of Six Hundred Thousand and 001100 ($600,000.00) Dollars, grant to William M.Gillen and Lynne E.Gillen,Husband and Wife, as Tenants by the Entirety,of 54 Spring Kilt Road,North Andover,Massachusetts with Quitclaim COMInts The land and the buildings thereon in North Andover,Essen County,Massachusetts on the easterly side of Summer Street,shown as Lot 11 on a pian of land entitled`DEFr.,Tho E Jr.,Tho SUBDIVISION PLAN OF SPRING HILL",Owner and Applicant John C.Tuttle, mas E. Neve Associates,Inc., 'rth District Registry eers,dated of Deeds as Plan revised 17, 1984 198 0.97779 to which may recorded in the Essex No5 and be made for a more particular description. AUC 2 W.=m3;04 Said premises are conveyed subject to and with the benefit of any and all easemards, as reservations,restrictions and conditions of record,if any,insofar as the same are now in force and applicable Together with the right to use Spring Dill Road in North Andover for access as a Public X road to and from accepted streets of the Town of North Andover in common with others lawfully entitled thereto,but excluding the fee in the street. Being the same premises conveyed to the grantors herein by deed of Bruce P.Ned et ux dated November 6, 1991 and recorded with said Registry of Deeds in Book 3347, Page 317• v WITNESS our hands and seals this day of F" 1999. David C.Pickul Q aKimberly Pic�Cul COMMONWEALTH OF MASSACHUSETTS ESSEX,ss. l f , 1999 Then personally appeared the above-named David C.Pickul and Kimberly W,Pickul and acknowledged the foregoing instrument to be their free act and deed,bore me, blic My Commission Expires: Abutter to Abutter( ) Building Dept. ( ) Conservation ( ) Zoning ( ) REQUIREMENT: MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." Subiect Property: MAP PARCEL Name Address 107.A 234 William Gillen 54 Spring Hill Road North Andover, MA 01845 Abutters Properties Map Parcel Name Address 38 42 Heath Feather 168 Summer Street North Andover, MA 01845 38 170 Marc Joslow 196 Summer Street North Andover, MA 01845 38 171 Matthew Cummings 208 Summer Street North Andover, MA 01845 38 284 Michele Pope 15 Nutmeg Lane North Andover, MA 01845 38 285 John Ferguson 33 Nutmeg Lane North Andover, MA 01845 38 334 James D'Angelo 168 Summer Street North Andover, MA 01845 65 24 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 92 Susan Letourneau 50 Molly Towne Road North Andover,MA 01845 65 224 Town of NA/Conservation Commission 120 Main Street North Andover, MA 01845 65 286 David Samenuk 21 Abby Lane North Andover,MA 01845 65 287 Christopher King 27 Abby Lane North Andover, MA 01845 65 288 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 292 Matthew Remis 34 Molly Towne Road North Andover, MA 01845 65 293 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 294 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 295 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 296 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 297 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 298 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 65 299 North Andover Realty Corp 459 East Broadway Haverhill, MA 01830 106.0 11 Commonwealth of Mass Dept of Enviromental Management 100 Cambridge Street Boston, MA 02202 107.A 172 Christopher Phaneuf 939 Johnson Street North Andover, MA 01845 107.A 173 David Palmer 337 Summer Street North Andover, MA 01845 107.A 232 James Kramer 30 Spring Hill Road North Andover, MA 01845 107.A 233 Justin Benincasa 42 Spring Hill Road North Andover, MA 01845 107.A 235 Paul&Judy Cissel 66 Spring Hill Road North Andover, MA 01845 107.A 236 Joseph Gangi 78 Spring Hill Road North Andover, MA 01845 107.A 237 Robert Reading 90 Spring Hill Road North Andover, MA 01845 107.A 242 Cedric Nash 65 Spring Hill Road North Andover, MA 01845 107.A 243 Timothy Brandner 53 Spring Hill Road North Andover,MA 01845 107.A 244 Paul Churinske 39 Spring Hill Road North Andover,MA 01845 This certifies that the nan*s appearing on the records of the Assessors Office as of �0 Certified by: ,�„ ate"3 TOWN OF NORTH ANDOVER - PLANNING DEPARTMENT Checklist for a Definitive Subdivision This checklist is to be used as a guide for complying with the Town of North Andover's Definitive Subdivision regulations. A completed checklist must be submitted as part of the required Definitive Subdivision application. The Planning Board shall make a determination to accept, reject, or table an application based on both its review and the review and recommendation of the Department of Planning and Community Development. Please fill out this checklist thoroughly by checking the appropriate box and providing the necessary information. Provide written justification for any waiver requests (including citing the appropriate section number of the regulations), or for any boxes checked "not applicable"if the reasons are not apparent. The Town of North Andover Bylaw is available for a fee at the Planning Department and Community Development or/on the Web at: www.townofnorthandover.com. If you have any questions,please contact this office for assistance at: 978-688-9535. NOT WAIVER REQUIREMENTS ON PLAN APPLICABLE REQUESTED EXPLANATION Submit 3 copies of plan 1"=40'& Submit 12 copies of plan 11"x 17". 1.North Arrow/Location Map El 1 2.Survey of the Lot/Parcel EJ Q 2 3.Name/Description of Project 11 1:1 3 4. Easement/Legal Conditions El El 4 5. Topography El El 5 6. Zoning Information 6. NOT WAIVER REQUIREMENTS ON PLAN APPLICABLE REQUESTEDEXPLANTION 7. Storm Water Drainage Plan El ❑ 7. 8. Building(s) location 8. 9. Building elevation 9. 10. Location of Parking/Walkways y[�' 10. -15t oe- W qLA, I l.Location of Wetlands � ❑ F] 11. 12. Location of Walls/Signs 11 R 11 12. 13.Location of Roadways [a-, E 13. 14. Outdoor Storage/Display Area D ©,- 14. 15. Landscaping Plan EJ F1 15. 16.Refuse Areas Ej El 16. 17.Lighting Facilities E El 17. 18.Drainage Basin Study ©. E El 18. 19. Traffic Impact Study E F1 19. Np7" R` w-U RC-� G 20. Commonwealth Review El 0 20. wo?- ReQZ J t Re 21. Utilities 9'- E F] 21. 22.FiscalImpact E El 22. ®T ES; C 5 7�5 23. Community Impact E Er El 23. Alor AF"11?e7) L 6 "n Signature of person preparing the Checklist for a Definitive Subdivision. BENCHMARK #1 FOR REGISTRY USE ONL Y 0 \ 4.47' 'i N ox 25.77'\ d =45'09'40' x,5.1 L=23.65 � R=30.00 N/F DRAINA GE \ 24S41.58'1I'E •�� A =77'09'37" / h "� JAMES D. & LINDA A. EASEMENT L=40.40 .so\\ D'ANGEL0 A= 10,066 S.F. R=30.00 \ s24.1622"E BOOK 9767 PAGE 31 ���� � -� ' h � � l CERT/FY THA T THIS PLAN CONFORMS . \ \ TO THE RULES AND REGULAT/ONS OF MAP 38 LOT 334 8��,. / ,�'� , S03 33 10 W TME REGISTER OF, DEEDS. 'SQ 1ti 21.60' �` 10/6/08 DA TE A• � ,N N f N N85'37'53'E S719.832or BENCHMARK #2 y'16 Gyia� \ 14.51 LOT AREA = 64, 192 S.F. \ 1.4736 ACRES f N hry c=153.58 N % CBA = 62,692 S.F. o \ .4 146.39 37 GREA TER THAN 75% h OF REQUIRED — — , 4 f 120 65 �Or W l DTH TOTAL / 0 FRONTAGE= 196.08' 2p�a �s N/F i +0lb�, LOT 3� JUSTIN & GRACE—MARIE BEN/NCASA AREA = 46 852 S BOOK 4502 PAGE 13 F. s = 1. 0756 ACRES N� n MAP 107A LOT 233 CBA = 46,852 S.F. LOT �1 � ��3 GREA TER THAN 7'S% <1\ OF REQUIRED TOTAL AREA = 144,334 S.F. FRON TA GE=153.58' �, = 3.3135 ACRES CBA = 140,466 S.F. GREATER THAN 75% a' OF REQUIRED N/F 40' -____ TOTAL DEPARTMENT OFENVIRONMENTAL FRONTAGE- 150.00' MANAGEMENT .EX. DWELLING MAP 106C LOT 11 iso 42' ti NIF CISSEL FAMILY TRUST BOOK 6310 PAGE 283 32. 12' .J�� \�y MAP 107A LOT 235 ti X -- 'rte• h lb h `SO. 1 °F N F � JOSEPH & MARY / PLAN SCALE GANGI .� BOOK 2386 PAGE 2800�o h 40 0 40 80 FT S 17'08'41"W co Op/ MAP 107A LOT 236 12.84 h I SCALE: 1 " = 40' � OE FN/ I TI VB SUBDI VISION PLA N / tt FOR " TOWN OF NORTH A NDD VER "APPROVED UNDER THE SUBDIVISION KELSEY' LA NE LOTY '�`/ CONTROL LAW UPON CONDITIONS" APPROVED APPLICATION FILED PROFESSIONAL PROFESSIONAL LAND h�. .'�hl LOCATED /N LA OUT OFFICE OF THE TOWN CLERK SUBJECT TO COVENANT, ENG/NEER SURVEYOR `�Q NORTH MA.313, �,,/NO.ANDOVER PLANNING BOARD FINAL PLAN F/LED ! h A NDO VER., SHEET EET THIS /S TO CERT/FY THAT ON CONDITIONS SET FORTH lIN I RECEIVED FROM THE NORTH ANDOVER HEAR/NG DATE �``A pyo �H�F 0 PLANNING BOARD CERTIFICATION OF ITS A COVENANT EXECUTED a �� '�s o pNILIP G. O CHRISTVINSEN N o��MICHAEL S90 0 APPROVAL OF THIS PLAN AND THAT DURING BY.• PLAN APPROVED U 2 N RECORD OWNER THE (20) TWENTY DAYS NEXT FOLLOW/NG l WILLIAM & LYNNE G/LLEN DATE: MAY 19, 2009 �, 0 2�g95 �u ERGI co & APPL/CANT• 54 SPRING HILL ROAD DATED: t V .33191 HAVE RECEIVED NO NOTICE OF ANY APPEAL BOARD OF HEALTH FROM SAID DECISION. AND TO BE RECORDED y isT A Ess_ NO.ANDOVERMA.01845 REVISIONS. HEREWITH APPROVAL /'� / I CHRIS TIA NSEN ;h SERI] PROFESSIONAL ENGINEERS CLERK DATE DATE: LIP G. CHRIS TIANSEN P.E. MICHAEL J. RGI P.L.S. LAND SURVEYORS 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 2 OF 7 @2009 BY CHRISTIANSEN & SERGI INC. DWG. NO. 97066019 06-- Q) 6 ho No a, o N F I JAMES D'ANGELO N ` 1 \ MAP 38 LOT 334 0 \\\ oov F- 14A .09 . WF-13A ;� to `\ `\ El \ Oa WF-12A I \ h // 'hp ' •/ i _ \\ \ / OGS (A \\ WF-11 A i \ \ l ui EDGE OF BORDERING ' '' '' ' / CT \\ \ ISOLATED WETLAND WF 1OA / i \ \ ( ) ' TYP. 16 '/-25' NO DISTURB WF-9A .�' '/ - \ \\ \ \ \ �S• _� semZONE (TYP.) ,,21 /�6 �_ 25 2 - / - - - gip- ,- \\ � �. \\ \ s 501 50' NO BUILD ZONE (TYP.) WF-3A / -tip' ' y0 ' / i i "226 \ \\ 1 i \\ \ 100' BUFFER � y L Q WF—6A ,� / ,/ 1 �� ZONE (TYP.) ZONING DISTRICT R2 ?S' WF-2A-`-WF .4 '' /' - A Qc \\ \06 L.O-T % ffEA \\ 11 � I '�`, l°° MIN. LOT AREA = 43,560 S.F. 5' WF-4A-1 , ,--` �' // ,' 0&000 -228 ,, ,, Q c ,\ 1 Fav - goo MIN. LOT FRONTAGE = 150' SO \ 25/ ,� `,-- / ,/ 0.,,��� `\ 2 69� U 2 0 \�.,7 . F. '1 1 ' , , FRONT SETBACK = 30' \� �-- 25 � 5 , ' � / � \ , \ \ �� �, \ \ REAR SETBACK = 30' -_- --------- � � ' ' o• ------ So/ / ,;ap' , ' ! SIDE SETBACK = 30' MAP 107A LOT 233 , I / 50ol ' 50 _ _ i' /100. i0o / ,' i ,� / ' i i I i i N/F loo' / ,� ; / ; ; ; I I DEPARTMENT OF ENVIRONMENTAL �0 i /' I i\ MANAGEMENT 10 MAP 107A LOT 234 C/SSEL FAMILY TRUST\ BOOK 6316 PAGE 283' MAP 107A 'LOT 235 , \' ---------- NOTES: _ ___ -- / -'--- 1] NO BUILD/NG OR STRUCTURE SHALL BE BUILT OR PLACED ON ANY -- // LOT WITHOUT A PERMIT FROM THE BOARD OF HEALTH, IF SUCH PERMIT IS REQUIRED. ------- DEFINI Tl VE SUBDIVISION PLA N //�� OF FORPLA N N/F ' /' JOSEPH &, MARY "APPROVED UNDER THE SUBDIVISION KEL �j LANE EjI STl-GANG/ PROFESSIONAL Sl:I Y NG BOOK 2386 PAGE 280 ,/' ----- CONTROL LAW UPON CONDITIONS ENG/NEER /N CONDITIONS Fo� MAP 107A LO 23NORTH ANDOVER, MASS. 6 / N0. ANDOVER PLANNING BOARD PHILIP G lyG�� ' "' ;'� CHRISTIANSEN OWNER/ WILLIAM & LYNNE GILLEN DATE: MAY 19, 2009 CIVIL APPLICANT: 54 SPRING HILL ROAD, S/TE PLA N ,'' N° 2a$ NO.ANDOVER,MA. 01845 40 0 401 80 FT CHRI S TIA NSEN ;}� SERGI PRO LFESSIONAL AND SURVEYOR/SEERS SCALE: 1 " = 40 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 3 OF 7 DATE: lLIP G. CHRISTIANSEN, P.E. ©2009 BY CHRISTIANSEN & SERGI, INC. DWG. NO. 97066022 w , 206-- 48 L.F. 12" EXISTIN PVC DRAIN SM v PROPOSED STREET ` 21 L.F. 12" \ SIGN w PVC DRAIN N/F DETENTIONIN1ILTRATIgN \ 29 L.F. 12 BASIN " JAMES D ANGELO �, PVC DRAIN M.AP 38 L 0 T 334EXISTING \ o 1 DF2w 1q c r>> 3 WF-114A 202 , syr v —J �' DRAINAGE ° EASEMENT 206 . • WF-13A 21 6 ® � ROPOSED �STOP 2SIGN ,Sz c�G \ / WF-/I2A 5R NO 25' NO DISTURB l /' FI ITIE ZONE,(TYP.) / / - v 6 - 77 I 1 /"WF-11A ry/ $ / 11 t*� SSE k EDGE OF BORDERING----._ I �� / / ���z � � v 6, s ��� 4� ; � tn �� � � EDGE OF BORDERING VEGETATED WETLANDS 0-1 0 ISOL�4TED WETLAND (TYP.) ', / / / r \ (TYP.) / ' ' l \ i.//1 \ \ Lit i by ^� P 01 A�1KA 3 AV 25' NO DISTURB r}, y ;.x 0 2S, �- � ZONE (TYP.) PROPOS�D + TOCK ILE t o � Zg, Dc' PRO TEC D do- WF-9A�1 2 6' - / VV / �� LOA ILE ` W+ \ 1` \ WF,�BA ' `L�a 0 SETION ' �y\ �+ VERTICAL GRANITE s� 50' CONTROL (TYP.) / v V �� W� �I �'. .t Y �` 50' � 50' NO BUILD ' \ _ ------ AREA — 64f192 S.F. J+y �� �,_������+++ cuRBIN .(TYP.) O W I + 4,�'V �; \ ZONE (TYP.) IVF-79'' 100' BUFFER WF-3A / / i _'`� ---- - J 3 i 1 \\ ��, ZONE (TYP.) 226- cl) " WF-6A _ 100 100• 100 5' `__WFC-4 WF-2A a tih go , // '/ -228 , A vv / `w/ PR SED yp �` 00 �\ i, C 224.51 WF-4A-1 25,� ' / ,' /Ir `v / `v / `� G.F. 217.0 J-01 / / ,/ 1a , \\\ 216.5 ` 25' - t O' \ `---- ---------------- 50' NO,BU/LD (TYP.) MAP 107A LOT 233 50' Z�F/ �--'500 / ' BUFFER ' l ARE4 — 4¢,852 S.F./ / 100 / / I �I '� ' / i ZONE (TYP.),l / /� ,' i N/F , % 1100• ' gyp /' / / /' ; f DEPARTMENT OF ENVIRONMENTAL / l00 100 / / // ��/ , / / I ,' /` I 1 � �\ MANAGEMENT • p0• , � /00' t 00'-'� t /' i r /' / `dry \' J , MAP 106C LOT 111 .TONING DISTRICT / LOT 1 N \ J MAP 107A LOT 234 ; // ,' AREA = 144,333 S.F. � � � l� / MIN. LOT AREA = 43,560 S.F. \ 1 \ I \ I MIN. LOT FRONTAGE = 150' FRONT SETBACK = 30' REAR SETBACK = 30' \\ ✓/ \ I `�� SIDE SETBACK = 30' / ---------------- CISSEL FAM/LY TRUST\ , BOOK 6316 PAGE 28S-- MAP 83'`-MAP 107A\'LOT 235 - .------------ ------------ -- --- DEFINITIVE s ------- - SUBDIVISION PLAN SITE C � FOR ' KELGRADING \ N/F ''� /' ��' --__-- SUBDIVISION AL SEY LANE JOSEPH I&G MARY / / / APPROVED UNDER THE SU PROFESSION IN PLAN CONTROL LAW UPON CONDITIONS" ENGINEER NORTH ANDOVER, MASS. 0� \ BOOK 2386 PAGE 280 , ,' /' ---- NO. ANDOVER PLANNING BOARD \ O MAP 107A LO 236 / ,� ,� � �,w��n•H a,p OWNER/ WILLIAM & LYNNE GILLEN DATE: MAY 19, 2009 APPLICANT: 54 SPRING HILL ROAD, \ /�, ,- , � •2889 ND.ANDOVER,MA. 01845 \ SITE PLAN ° ` SERGI �/ qCHRI S TlA NSEN h PROFESSIONAL SURVEYORS \ 40 0 40 80 FT � 160 SUMMER ST. HAVERH/LL, MA 01830 TEL. 978-373-0310 SHEET 4 OF \ P ILI G. CHRIISTIANSEN, P.E. @2009 BY CHRISTIANSEN & SERGI, INC. DWG. NO. 97066022 SCALE: 1 " = 40' DATE: _ C>W Q�• IY♦ I 1 \ l 1 � I 1 / � g � 20 D3 !p 2p , 2 �- GAS CAS PIPE SCHEDULE � , � / s � DRAIN ,\ \\ cez � Irk f � \ / \ 2 \ `AS G �� ' �o UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM LENGTH 0 PIPE PIPE SLOPE �/ \ \ FES �,. \ o. �SMH3 , ,�, , � _ \ \ MH 1 .01 EXISTING M - \ 3 ' PIPE FT FT FT \I � \ \ \ � DMH ' -� / STRUCTURE STRUCTURE INVERT INVERT ( ) SIZE ( / ) \ \ 206 ♦ / \ (' o DMH 1 �, ' � I DMH2 , � � \ \ CB 1 DMH 1 200.40 200.30 19 12" RCP 0.0053 \ M f t EXISTING- B 1 \ 0��� ���• C8,#2 EXISTING DMH 200.65 200.00 29 12 RCP 0.0224 SMH 4S 5 SIDE NALK \� \ / O DMH 1 EXISTING DMH 200.20 200.00 12 12 RCP 0.0167 DETENT10lNElL TRA TION BASIN DETAIL t � ` � SCALE: 1" = 20' DMH3 DMH 1 200.50 200.20 50 12" RCP 0.0060 216 DMH2 201.75 201. 10 8 12" RCP 0.0800 EXCAVATE AND REMOVE T PSOIL AND ,_,oy / UIRED. FILL S SUBSOIL 0 L CON ST OFCOMPA �ED ON-SITE s, J / BACED FTS�TAE` ILL -4 CB 4 DMH2 202.38 201. 10 35 12" RCP 0.0394 /S TO BE PPROVED BY THE v SUPERVISI ENGINEER PR OR TO UTILITY PLAN PLACEMEN PLACE 4" LOAM AND SEED 40 0 40 80 FT DMH2 FES 202. 10 200.00 23 12" RCP 0.0913 ' OVER ALL ISTURBED AREAS 212 SCALE: 1 " = 40' sY` \ � EXISTIN9, GRADE DMH 3 (SQUARE MANHOLE) RIM = 206.00 t2-=1" ES /N = 201.00 \ 6 - 2" ORIFICES /N = 203.75 \ INV 12" OR! CE OUT = 200.50 `< \ (SEE DETAIL) 208 ' 700-YE7iR-PE RAGE-£L = 204: y 10 YEAR PEA STORAGE ELEV. = 203.21 ` 225 ^, \ y. z 3 0 Do J c0 3 n O cV i N STA 145.10, 0.00' L N y �- SMH 2 220 RIM = 206.24 w z w INV 8" PVC OUT = 203.25 0 w x 0 J 204 ----- - � ----- O Jw La IA U w P I STA = 0+69.27 ' V) P I A.D.V .41 = 4.00 � y; w K = 40.00 NOTES: Z 160.00' VC 1. ALL DRAINAGE PIPES ARE TO BE 12" REINFORCED BOTTOM OF BASIN = - 215 CONCRETE PIPE UNLESS OTHERWISE NOTED. 3:1 S/ ESLOPE (TYP. 200 0 17 r M1F w STA 0+45.65, 1.15' L W 2. ALL SEWER PIPES ARE TO BE 8" PVC PIPE UNLESS SMH 1 � OTHERWISE NOTED. RIM = 206.24 STA -0+51.17, 34.56' R INV 8" PVC IN = 197.78 ��' EXISTING SMH INV 8" PVC OUT = 197 68 J. THE STATIONS SPECIFIED FOR THE SEWER AND DRAIN RIM = 204.86 MANHOLES REFERENCE THE CENTERS OF THE STRUCTURES. 200 INV 8" PVC IN = 193.00 M 210 THE STATIONS SPECIFIED FOR THE CATCH BASINS PROPOSED GRADE INV 8" PVC OUT = 192.99 o REFERENCE THE CENTERS OF THE GRATES AT THE EDGE 12' R.C. FLARED D ± N+ o /i PAVEMENT. FES INV = 200.0 EXISTING DMH n 04> 4. THE LOCATION OF ALL UNDERGROUND UTILITIES SHOWN STATION=-0+31.82, 9.722 �;; /� HEREON ARE APPROXIMATE AND ARE BASED ON A RIM=204.32 ,a. w v m EX. INV /N=199.90 V) m ;%� COMBINATION OF FIELD LOCATIONS AND COMPILED EX. INV OUT=199.90 - � 205 INFORMATION FROM PLANS SUPPLIED BY VARIOUS UTILITY NEW INV IN = 200.00 a COMPANIES AND GOVERNMENT AGENCIES. IN ACCORDANCE 0I. c, WITH M.G.L. CHAPTER 82 SECTION 40, INCLUDING STA -0+00.68, 50.18' R AMENDMENTS, ALL CONTRACTORS SHOULD NOTIFY IN DATUM DMH 3 (SQUARE MANHOLE) , c�1 VSA P� WRITING ALL UTILITY COMPANIES AND GOVERNMENT RIM = 206.00 g 196.000 INV 12" RCP OUT = 200.50 SOt� o AGENCIES PRIOR TO ANY EXCAVATION WORK AND CALL (SEE DETAIL FOR INV. IN) E o 06 DIG-SAFE AT 1-888-DIG-SAFE. co (6 ED o 0o cD ui V 200 NOTES: N o 0 0 N N N N N N N STA 0+43.66, 24.18' R DMH 2 1. THE SPECIES OF STREET TREES SELECTED SHALL BE A MINIMUM OF FOUR RIM = 206.54 DIFFERENT SPECIES FROM THE LIST OF RECOMMENDED STREET TREES BELOW: 0+00 0+50 1 +00 1 +50 INV 12" RCP /N = 202.20 INV 12" RCP OUT = 202.10 STA 0+55' 22.63 R STA -0+18.00, 0.00' L DBL. CB 3 LI SIL VER LIFRAX/NUS ORNUS FLOWERING ASH FRAX/N LINDEN AMERICANA CROSS SEC TION A -A DMH 1 RIM = 206.26 WHITE ASH TILIA TOMENTOSUM RIM = 204.45 INV 12" RCP OUT = 201.75 LIQU/DAMBAR STYRACIFLUA SWEET GUM 195 PLANTANUS ACERIFOLIA 103 L.F. SCH 40 HORIZONTAL SCALE: 1" = 20' INV 12" RCP /N = 200.30 8" Pvc LONDON PLANETREE ACER CAMPESTRE NORWAY MAPLE INV 12" RCP OUT = 200.20 STA 0+55, 16.98 L ACER SACCHARUM SUGAR MAPLE VERTICAL SCALE: 1 " = 2' S = 0.045/, DBL. CB 4 RIM = 206.38 STA -0+27 21.66 R STA -0+15' 39.29 L INV 12" RCP OUT = 202.38 ALL TREES TO BE PLANTED SHALL HAVE A MINIMUM HEIGHT OF 8 TO 10 FEET AND CB 1 RIM ce 2 SHALL BE AT LEAST 2-1/2 INCHES /N CALIPER MEASURED 4 FEET ABOVE GROUND 1 203.602" RCP our - 200RIM = 204.17 INV 1 - .40 INV 12" RCP our = 200.65 LEVEL. PLANTING SHALL CONFORM TO THE REQUIREMENTS OF APPENDIX /V, TREE DEFINI Tl VE SUBDIVISION PLAN � � ATUM ELEV PLANTING SPECIFICATIONS, OF THE NORTH ANDOVER SUBDIVISION REGULATIONS. FOR N 190.00 CD N3. ALL TREE STUMPS ARE TO BE GROUND /N PLACE OR REMOVED FROM THE SITE. KEL�,�j Y LANE PROFILE � ,� APPROVED UNDER THE SUBDIVISION PROFESSIONAL N N N N N NO STUMP BURIAL AREAS ARE PROPOSED ON SITE. IN CONTROL LAW UPON CONDITIONS" ENGINEER KELSEY LANE 0+00 0+50 1+00 1+50 2+00 NORTH ANDOVER, 11�11 A SS. 4. THE APPROXIMATE VOLUME OF FILL MATERIALS TO BE OBTAINED OFF SITE ARE: N0. ANDOVER PLANNING BOARD O N 432 C.Y. OF GRAVEL BORROW MATERIAL, 144 C.Y. OF DENSE GRADED CRUSHED of Mgssgy 0 0 o N STONE, AND 162 C.Y. OF BITUM/NOUS CONCRETE PAVEMENT. C N N N pHILIP G. GJ+ �n„v ,� 5. THE APPROXIMATE VOLUME OF EXCESS EARTH MATERIAL TO BE REMOVED FROM CHRISTIANSEN OWNER/ WILLIAM & LYNNE GILLEN DATE: MAY 19, 2009 CIVIL APPLICANT: 54 SPRING HILL ROAD, n o N �' THE SITE 1S 5,277 C.Y. No.28895 N N N N N NO.ANDOVER,MA. 01845 6. NO BUILDING OR STRUCTURE SHALL BE BUILT OR PLACED ON ANY LOT WITHOUT A PERMIT FROM THE BOARD OF HEALTH, IF SUCH PERMIT IS REQUIRED. 1` y CHRISTIANSEN h SERGI PROFESSIONAL SURVEYORS ROA D PROFILE SHEET 5 OF 7 / 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SCALE. HOR 1 " = 40' DATE: H/LIP G. CHRISTIANSEN, P.E. ©2009 BY CHRISTIANSEN & SERGI, INC. DWG. NO. 97066022 VER 1" = 4' ELEVATIONS FOR ROOF RUNOFF INFIL TRA TION AREAS z LOT TOP OF INV. OF 4" BOTTOM OF BOTTOM OF VARIES— ° NUMBER CHAMBER PVC INLET CHAMBER STONE CONTROL SILTATION ° ELEV. PIPE ELEV. ELEV. CONTROL FENCE 2 218.25 217.71 216.54 216.04 3 223.25 T 222.71 221 .54 221 .04 i VARIES- TWO 1, X 1, X 3' STAKES IN EACH BALE STREET (ROW) WIDTH: 40' TYP. 3 LVARIES�. i° ° i 3 GUTTERS AND DOWNSPOUTS WILL BE :o 9 MIN. OF INSPECTION PORTINSTALLED ON THE PROPOSED -VARIES— RUNOFF -` 6" PVC RISER WITH HOUSES TO COLLECT ALL ROOF APPROVED FILL ° I ° - W (UNPAVED AREAS) END CAP TO WITHIN RUNOFF AND DIRECT IT INTO THE VARIES VARIES SIDEWALK 5' 8" PAVEMENT WIIDTH: 26'-0" TYP. 8" 2'-8" VARIES VARIES HAY SALES-417. i ° ° 'f 5' BIT. CONC. rocs!ER ! °. �XIS7IND �RUNO, ROOF 6" OF FINISH GRADE INFILTRATION AREAS ON THE LOTS. ---- 77 CONST. CSL LEADER _ FINISHED GRADE EXIST �1 I CENTERLINE irk - w 2.5" ASPHALT k�IYPE LOW GROUND 3 1.50% GRANITE EDGING I PROFILE GRADE LINE }!-{ 3 EXIST PLAN SECTION � 1 GRANITE EDGING III 1 GROUND 14" MIN. OF 85% III SILTATION CONTROL FENCE i' X 1" OAK STAKE (TYP.} ASH COMPACTED GRAVEL 3.00% 3.00% 3� BACKED BY STAKED HAY BALES 6' CK (PAVED AREAS) WIRE TIE (TYP.) EXISTING GROUND 4 LOAM BORROW 2 2 , SEE INSERT �� ,.: & SEED . . y 1 4 LOAM BORROW 6 MIN 10 I & SEED ..� 3' MIN. -' 0 GAS 0 , F r � �� CUL TEC N0. 410 EXIST 6' MIN DRAIN O 000 ELEC WATER � � ',r� � � EXIST GROUND FILTER FABRIC TOP r TELE GROUND 1� SEWER CABLE . s` ,. y ,y (MANDATORY), SIDES 'ILDING AND BOTTOM PROFILE NDA TION - 12" TYPICAL ROADWA Y CROSS--SECTION L ---__--J J SEDIMENTA TION CONTROL DETAIL STONE CULTEC R-180 CHAMBER 6" BASE STONE 1-1/2" - 2" 0 BORDER (4 PER INFILTRATION AREA) CLEAN WASHED BROKEN STONE NOT TO SCALE NOT TO SCALE (TYP.) SURFACE COURSE MIXOMAIER�AL CICK ONFORMINGSOF O MHDAM3.11.00 E I-1 DENSE SURFACE COURSE 1-1/2" CLASS 181 T. CONC. TYPE I-1 TOP COURSE MATERIAL DOWNSPOUT AND ROOF RUNOFF INFILTRATION AREA DETAIL BASE COURSE 4" CLASS I BIT. CONC. TYPE 1-1 BINDER COURSE MATERIAL BASE COURSE 8" GRAVEL BORROW TYPE b NOT TO SCALE 4" DENSE GRADED CRUSHED STONE SUB—BASE COURSE COMPACTED SUBGRADE 12" GRAVEL BORROW TYPE b kk INSPECTION PORT: SIDEWALK PAVEMENT SECTION INSERT COMPACTED SUBGRADE 6" PVC RISER WITH END CAP TO WITHIN NOT TO SCALE 7 5► 6" OF FINISH GRADE ROADWAY PAVEMENT SECTION INSERT NOT TO SCALE GENERAL NOTES SURFACE DRIVEWAY WIDTH VARIES V) 1. SURFACE TREATMENT OF UTILITY TRENCH FOR w TREATMENT INSTALLATION OF UTILITIES AFTER PLACEMENT 36 Q 1 (VARIES, SEE NOTES) OF BITUMINOUS CONCRETE PAVEMENT WITHIN A _ BACK OF SIDEWALK LINE lI— SUBDIVISION OR IN AN EXISTING ROADWAY SHALL r� " c = 0 0 0 0 0 0 u 0 0 " o 0 0 0 o e o e o 0 BE AS FOLLOWS: -_ c a. A TEMPORARY BITUMINOUS CONCRETE PAVEMENT SIDEWALK in SIDEWALK 8' PATCH SHALL BE CONSTRUCTED OVER THE ' PVC BACKFILLED TRENCH. THE TEMPORARY PATCH Z_ BIT CONC DRIVE ET PIPE ;' 0 0 0 0 0 0 0 0 0 0 0 0 SHALL BE 3 INCHES OF BINDER COURSE - -- ———�---------—— ---- '. , • p� � MATERIAL ATA MINIMUM, BUT SHALL MATCH �j THE EXISTING PAVEMENT THICKNESS. GRASS w GRASS SUITABLE BACKFILL r _ < O 0 0 O 0 0 0 0 0 O b. AFTER A PERIOD OF ONE YEAR TO > y < Q ALLOW FOR SETTLEMENT OF THE UTILITY �- � TRENCH, THE TEMPORARY PATCH SHALL BE o �_ - ;-� ,� / •moi o' =� ,.� , >=y _ - REMOVED ANDA PERMANANT FULL—DEPTH o PAVEMENT PATCH SHALL THEN BE CONSTRUCTED. PROP. CURB LINE RADIUS \ in -!- CURB / VARIES / . 0 GRAVEL BORROW,TYPE C 2. EXISTING PAVEMENT SHALL BE SAWCUT ON BOTH EDGING A � 17' ' . 12" • � ' SIDES OF THE TRENCH PRIOR TO CONSTRUCTION . . OF THE TEMPORARY' AND PERMENANT PATCHES. BACK OF I— 3't —� PLAN VIEW CULTEC RECHARGER 180 CHAMBERS GRAVEL BORROW,TYPE C— ' HD AMBERS VARIES 5' VARIES NOT TO SCALE DRY CONDITIONS CRUSHED STONE-M2.01.4- 6" MIN. WET CONDITIONS FULL-DEPTH PAVEMENT PATCH BIT CONC DRIVEWAY onnnno 2.0 MAX. INLET SURFACE COURSE: 1-1/2" OF CLASS I BITUMINOUS CONCRETE TYPE 1-1 TOP vAR�ES 1.50% MAX STRAW BALE D i- 3'—O" OVER COURSE MATERIAL ®®®■®® / madman ANCHOR INLET BOTTOM OF TRENCH BASE COURSE: 4" OF CLASS I BITUMINOUS s®a®®® CONCRETE TYPE 1-1 BINDER /gyp SUBDIVI�+IDN STREET COURSE MATERIAL ANCHOR ®o®m®n �;` STRAW BALE J J (2 ANCHORS �!,� / /,; TRENCH DETAIL PER BALE) %= MAX. Fcow____ 4' 3.5" BIT CONC ,y LJ u 12" 8" GRAVEL BORROW PLAN SECTION PROP GRAN CURB TYPE b CATCH BASIN INLET PROTECTION 6., 6" REVEAL (TYP} 2-1/2' CALIPER GARDEN HOSE SECTION A—A NOT TO SCALE DECIDUOUS TREE, * (MIN) I. IMMEDIATELY AFTER THE INSTALLATION OF ANY CATCH BASIN OR STORM DRAIN, STAKED AT LEAST 12' HIGH CEMENT CONCRETE SUBDIVISION STREET STRAW BALES SHALL BE SET AROUND THE INLET TO PREVENT SEDIMENT FROM ENTERING THREE f0 GAUGE TWISTED 24" x 2' x 2" GUY WIRES 120' APART THE DRAINAGE SYSTEM PRIOR TO PAVING. AROUND TREE TYPICAL DRIVEWAY WITH GRASS STRIP STAKE DRIVEN 2. THE IMMEDIATE LAND AREA AROUND THE INLET SHOULD BE RELATIVELY FLAT (LESS THAN FLUSH WITH PROP ICONIC fAG SLOPE) AND BE LOCATED SUCH THAT THE ACCUMULATED SEDIMENT CAN BE EASILY FINISH GRADE FOLD BACK BURLAP TOP COURSE J. THE INSIDE EDGE OF THE BALES SHALL BE A MAXIMUM OF 2 FEET FROM THE EDGE OF FROM TOP OF BALL N.T.S. THE INLET. 4. ANCHORS SHALL BE REBAR, STEEL PICKETS, OR I" X I" STAKES, AND SHALL BE LONG 2 MULCH PROP B I T CONC ENOUGH TO EXTEND AT LEAST 1.5 TO 2.0 FEET INTO THE GROUND WHEN THE TOP /S BINDER COURSE FLUSH WITH THE BALE. I I 6" MIN THE HOLE FOR THE DENSE GRADED— 4' ROOT BALL SHALL BEA 1� I CRUSHED S TO N E MINIMUM OF 5' IN DEFT Nl TI VE SUBDI VISION PLAN C0�/S TRCI C TION DIAMETER AND 2' DEEP BACKFILL WITH TOPSOIL " FOR AND PEA TMOSS /N A 3:1 GRAVEL BASE COURSE MIN ELOPED GRANITE VER1CALB OR CURB NLET �J LANE RATIO BY VOLUME /N 9APPROVED UNDER THE SUBDIVISION KELSE.L DETA ILS l LAYERS. WATER EACH C3RANIT€ CURB PROFESSIONAL IN LAYER UNTIL SETTLED. TRANSITION PIECE 6, CONTROL LAW UPON CONDITIONS" ENGINEER TO BE PLACED IF CURB IS INSTALLED AFTER (MACHINE CUT) N0. ANDOVER PLANNING BOARD �t� OF M� NORTH ANDOVER., MASS. TREE PLANTING DETAIL * BITUMINOUS CONCRETE PAVEMENT. GRANITE CUR® TRANSITION PIECE �� sq� NOT TO SCALE o� PHILIP G. NOT TO SCALE � � CHRISTIANSEN `�, OWNER STREET TREES SHALL BE TILIA CORDATA � CIVIL N � WILLIAM & LYNNE GILLEN DATE: MAY 19, 2009 SUBDI VISION STREET VERTICAL GRANITE CURB INLETS NTH CURB TRANSITION SECTIONS No.28895 � APPLICANT: 54 SPRING HILL ROAD, 'GREENSPIRE' (GREENSP/RE LITTLE LEAF SHALL BE REQUIRED AT THE BACK OF ALL CATCH BASINS. �'F - R�° NO.ANDOVER,MA. 01845 LINDEN) AND A MIN HEIGHT OF 12'-0" AT GRANITE CURB! IN FULL DEPTH PAVEMENT TIME OF PLANTING. TO BE PLANTED AT A INTERVALSNO GREATER THAN 75'-0" ON N.T.S. CHRIS TIA NSEN h SE/� GI PROLAND OSURVEYOR/SEERS CENTER. DATE: 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 6 OF 7 LIP G. CHRISTIANSEN, P.E. ©2009 BY CHRISTIANSEN & SERGI, INC. DWG. NO. 97066022 WATER MAIN INSTALLATION NOTES: 1. IF SHEETING IS USED, IT SHALL BE CUT OFF NO MORE THAN 12" ABOVE THE TOP OF THE PIPE. 2. ALL PIPES SHALL BE TESTED TO A PRESSURE 1.5 TIMES WORKING PRESSURE FOR A ONE HOUR MINIMUM DURATION. TABLE OF DIMENSIONS BENDS B IC D E F BENDS B C D E F J. ALL NEW WATER MAIN INSTALLATIONS MUST BE CHLORINATED IN ACCORDANCE WITH CURRENT AMERICAN WATER WORKS ASSOCIATION STANDARDS 6" 111/4' 8" 1 5" 12" 24" 12" 6" 45' 8" 30" 12" 24" 14" FOR DISINFECTING WATER MAINS (AWWA C651-92 OR CURRENT STANDARD), OR 6" 221/2' „ 19" „ „ 13" 6" 90' 30" - „ 27" FINISH FINISH AS REQUIRED BY THE TOWN OF NORTH ANDOVER WATER DEPARTMENT. TESTING 8" 111/4' „ 20" „ „ 12" 8" 45' •• 30" „ „ 24" GRADE WILL BE PERFORMED BY THE TOWN OF NORTH ANDOVER LABORATORY. 8" 221/2* 22" „ 17" 8" 90' „ 38" „ 36" 8" 24" 1_8", ,� GRADE �� t 24 SQUARE 8" 24" Di A. 8" 12" 111/4' " 3�0" „ 15" 12" 45' „ 40" " 40" N -E. OPENIN TYP. • 4. ALL WATER PIPE IS TO BE CEMENT LINED DUCTILE IRON WITH "TYTON" OR 12" 221/2* „ 35" " " 25" 12" 90' " 60" 52" SEE EQUAL TYPE JOINT, CONFORMING TO A.N.S.1.1A.W.W.A. C150 A21.50. CLASS NOTE 4 48" DIA. MIN SEE 2r 52, AS APPROVED BY THE TOWN OF NORTH ANDOVER WATER SUPERINTENDENT. BENDSE NOTE 5 Z ': .� °' ALTERNATE TOP SLAB 5. ALL PIPING SHALL BE INSTALLED AND TESTED ACCORDING TO A.W.W.A. x F Z m r STANDARDS PRIOR TO PAVING. 1 - r'� '' 1 •t• z w � ' .:. o L� B •' •' K -�J C :[F w v� ,. F z m 48" DIA MIN. 6. BACKFILL MATERIAL IS TO BE COMPACTED TO 9ON MAXIMUM DRY DENSITY + +; D :'' o Z ¢ Z CL U N AS PER A.A.S.H.T.O. T-180 D. "� r v La SEE NOTE 3 v Q `�O w `''"' �a STEPS, SEE ALTERNATE TOP SLAB oz w0 NOTE 2 '�• 48" DIA. OUTLET 7. ALL WATER PIPES SHALL BE LAID WITH A MINIMUM OF UNDISTURBED 5 FEET OF COVER MIN. rw WITH APPROVED MATERIALS. SOIL N o SEE z � DIA. f. NOTE 4 8. HYDRANT LOCATION IS TO BE APPROVED BY THE FIRE DEPARTMENT. PLAN SECTION 1-1 INVER VARIES N o 9. RESULTS FROM PRESSURE TESTING AND DISINFECTION SHALL BE FURNISHED N Q w o °w` TABLE OF DIMENSIONS Fx0� 48" DIA. MIN. TO THE DIRECTOR OF PUBLIC WORKS FOR APPROVAL PRIOR TO WATER BEING 000 w Ln TURNED ON. TEES G IH I J TEES G H I J 171 V) ¢ ' 6"x 6"x 6" 12" 24" 24" 18" 12% 12% 6" 12" 24" 24" 18" z z 10. ALL GATES SHALL OPEN RIGHT. 12" COMPACTED ° DIA. 8"x 8"x 6" " „ " " 12"x 12"x 8" „ " 24" ? GRAVEL uj cLAss A 11. A.R.B. NEPTUNE OUTSIDE WATER METERS AND BOXES WILL BE PROVIDED 8"x 8"x 8" „ „ " 24" 12"x 12"x 12" 36" 36" o w v_o CEMENT VARIES - COMPACTED F CONCRETE BY THE DEVELOPER. a 12" SUBGRADE �_U TEES 12. ALL WORK SHALL CONFORM TO NORTH ANDOVER WATER DEPARTMENT m (( '� o N :^ DIA. • tr. �w OUTLET VARIES V) ) 12" �. STANDARDS. �; C y;Rs^� cipc" '1;: m .'',• 13. AS DRAWINGS SHALL BE PROVIDED TO THE NORTH ANDOVER WATER 2 e 2 �, 4 '• • ; ' •'> '�» I • J 12" COMPACTED DEPARTMENT IN AN AUTOCAD FORMAT ACCEPTABLE TO THE CITY ENGINEER. .�J NOTES: '' �`, �• ` + GRAVEL G 14. NO BUILDING PERMITS WILL BE ISSUED UNTIL ALL OF THE UTILITIES i 1. ALL SECTIONS SHALL BE DESIGNED x' f SHOWN ON THE PLANS ARE INSTALLED AND TESTED OR THE SECURITY BOND FOR HS-20 LOADING. IS POSTED FOR SUCH WORK. UNDISTURBED COMPACTED 2. PROVIDE "V" KNOCKOUTS FOR PIPES SUBGRADE WITH 2" MAX. CLEARANCE TO OUTSIDE NOTES: SOIL OF PIPE. MORTAR ALL PIPE 15. ALL PERMITS REQUIRED FOR STREET OPENINGS AND WATER MAIN TAPPING PLAN SECTION 2-2 CONNECTIONS. 1. ALL SECTIONS SHALL BE DESIGNED FOR 4. JOINT SEALANT BETWEEN PRECAST SECTIONS t H-20 LOADING. SHALL BE PREFORMED BUTYL RUBBER. MUST BE OBTAINED. , 3. JOINT SEALANT BETWEEN PRECAST NOTES: SECTIONS SHALL BE PREFORMED BUM 2. COPOLYMER MANHOLE STEPS SHALL BE 5. DRAIN MANHOLE FRAME AND COVER 16. NO WATER SHALL BE TURNED ON IN THE PROJECT WITHOUT WATER 1. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS, GATE VALVES, RUBBER. INSTALLED AT 12" O.C. FOR THE FULL SHALL BE SET IN FULL MORTAR BED. DEPARTMENT APPROVAL. DEPTH OF THE STRUCTURE. ADJUST TO GRADE WITH CLAY BRICK AND AND VERTICAL BENDS (SAME SIZE AS REQUIRED FOR TEES). ALTERNATE ECCENTRIC CONE SECTION 4. CATCH BASIN FRAME AND GRATE MORTAR (2 BRICK COURSES TYPICALLY, PROVIDE ANCHOR RODS AT VERTICAL BENDS AND GATE VALVES. SHALL BE SET IN FULL MORTAR BED. 3. PROVIDE "V" KNOCKOUTS FOR PIPES WITH 5 BRICK COURSES MAXIMUM). FRAME AND ADJUST TO GRADE WITH CLAY BRICK 2" MAX. CLEARANCE TO OUTSIDE OF PIPE. COVER TO MEET TOWN STANDARDS. 2. CONCRETE SHALL NOT BE PLACED AGAINST PIPE BEYOND FITTING. AND MORTAR B BRICK COURSES MORTAR ALL PIPE CONNECTIONS. TYPICALLY, 5 BRICK COURSES 3. CONCRETE SHALL BE 3000 PSI-TYPE CATCH BASIN MAXIMEETMTONNFSTANDARDS.AME AND GRATE TO DRAIN MANHOLE NOT TO SCALE SUBDIVISION STREET NOT TO SCALE CONCRETE THRUST BLOCK 50' MIN. N.T.S. / ADJUST TO REQUIRED GRADE MANHOLE FRAME & COVER r / CASTING TO BE TO MEF,LTo9*9E5§FBN MASONRY n SET /N MORTAR EXISTING " �` ti 10' 1fSf WITH A MAMIMUM of TWO GROUND 25 MIN , /. 40" OR REINFORCED CONCRETE * HYDRANT IN SIDEWALK AREAS TO BE LOCATED TO PROVIDE Hoer :a .�. 24" MIN• - gam GRADING RING 1" TO 2" CRUSHED MINIMUM CLEAR SIDEWALK PASSAGE WIDTH OF 3 FEET AT HYDRANT. 0 F1�El Thy STONE, TO A MINIMUM 24" MIN. - A �� A • ❑01 DEPTH OF 6" %� ! ��� TOWN STANDARD - PRE REINFORCED DIMENSIONS TO BE FILLED PUMPER CONNECTION NOTE: o o CONCRETE M.H. CONE ❑❑❑❑❑0 IN FOR SPECIFIC PROJECT FACES ROAD HYDRANTS SHALL OPEN LEFT ' VALVES SHALL OPEN RIGHT ,• ALUMINUM �_ 0 0 E3 �i M.H. STEPS 000000 CRUSHED STONE COMMUCTION ENTRANCE NOT TO SCALE VALVE BOX * * N o •' N FINISHED GRADE ...L. 1-11-1❑❑�❑ THE CRUSHED STONE ENTRANCE SHALL BE MAINTAINED /N A - _ - - - - PRE-CAST REINFORCED 1. FRAME AND GRATE CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF , , , , , CONCRETE RISER SECTIONS ' SHALL BE RATED SEDIMENT ONTO THE ADJACENT ROADWAY. FOR HS-20 LOADING. N . ° 48" DIAMETER STD. . 1-1/4" h O.. � 5"- BACKFILL ��� �nP) REINFORCING PLAN 2. FRAME AND GRATE z �I SHALL BE RATED TEE 3'-0" MIN. � - - - - - - 24"_ BICYCLE SAFE, WATER MAIN O 0 - RING RUBBER d '� THRUST BLOCK GATE VALVE I THRUST BLOCKLo GASKET JOINTS ASPHALT MIN. BEARING 3 SQ. I° COATED00 T2' 6" DIA. PIPE 6" d HOLE AS L .. . , .. FT.-DO NOT BLOCK PRE-CAST REINFORCED DRAIN o I�. REQUIRED 1/4" PER { CONCRETE BASE SECTION ' j FOOT 22" CRUSHED STONE (MIN +' 33-1 STANDARD CATCH BASIN 4 FRAME AND COVER MECH. 1/2 CU.YD.) d BRICK INVERT AND BENCH ---2'-0"--1 /�llV1 = 2�6. JOINT s" ;. .`° -. ' J SECTION A-A s„ : .. PIPE . . . . . . . . . . .r TOP SECTION _ '' CLASS C CEM. CONC. HEIGHT ITEM NO WEIGHT RUBBER GASKET n 0'-6" MH4S-FT4SQ 1,850# " SUBDIVISION STREET BASE CLASS "A" CEMENT CONCRETE _SUB®IVISIVN STREET 1'-0" MH4S-12C4SQ 3,182 SQUARE HYDRANT CONNECTION CA TCN BASIN FRAME AND GRATE 2'-0" MH4S-24C4SQ 4 514 TDP "' '�' 3'-0" MH4S-36C4SQ 5,846 ORIFICE PLATE SEWER MANHOLE 4'-0" MH4S-48C4SQ 7 178 / N.T.S. N.T.S. 41 (SEE DETAIL) NOT TO SCALE G . RISER SECTION HEIGHT ITEM NO WEIGHT V-0" MH4S-12CS4SQ 1,332# r' /�;y �// �< /�" •= 2'-0" MH4S-24CS4SQ 2,6641 RISER TYPICAL MORTAR JOINT 3-0 MH4S-36CS4SQ 3,996 4-0 MH4S-48CS4SQ 5,3281 ' 2" ORIFICE (TYP.) �--- (54) INV. - 203.7 DEFINITIVE SUBDIVISION PLAN 3" CONSTRUCTION BASE SECTION 9� 1" ORIFICE (TYP.) `i "` �/ HEIGHT ITEM NO WEIGHT 16.5" 2'-0" MH4S-24S4SQ 4,5141 • �' � `` FOR 3'-O" MH4S-36S4SQ 5,846 l KELSEY'' LANE DETAILS �, 12 INV. = 200.50 8 APPROVED UNDER THE SUBDIVISION 4'-0" MH4S-48S4S0 7,176 BASE �' , " ""' PROFESSIONAL 5'-0" MH4S-60S4SQ 8,510 �� % - ,� ��/ � ri " IN CONTROL LAW UPON CONDITIONS" ENGINEER q / NO. ANDOVER PLANNING BOARD NORTH ANDOVER, MASS. / 4' SUMP BELOW OUTLET PIPE TO BE - 11" •- - 11" �`���� �� MQssq FILLED WITH CONCRETE TO PROVIDE " �o� PHILIP G. OWNER NO TES.' e" • '• '•� � •= •�• •' `: .°:� �• • "•' STABILITY FOR STRUCTURE 40 8� CHRISTIANSEN I WILLIAM & LYNNE GILLEN DATE: MAY 19, 2009 1. CONCRETE: 4,000 PSI MINIMUM AFTER 28 DA �= 32 2. H-20 DESIGN LOADING PER AASHTO HS-20-44; SECTION VIEW w CIVIL APPLICANT: ASTM C478 SPEC FOR PRECAST REINFORCED 0.28895 54 SPRING HILL ROAD, CONCRETE MANHOLE SECTIONS. 9 ' ORIFICE PLATE DETAIL NO.ANDOVER,MA. 01845 ASIA NHOL E 40X 4 F FOR SQUARE MANHOLE CHRISTIANSEN 1 h SERV I PRO LANDI SURVEYORSEERS DARE 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 7 OF 7 NOT TO SCALE NOT TO SCALE DATE: IP G. CHRISTIANSEN, P.E. ©2009 BY CHRISTIANSEN & SERGI, INC. DWG. NO. 97066022 s� FOR REGISTRY USE ONLY BENCHMA RK #1 S LOCUS DRA INA GE Z o440 EASEMENT Q � C� \ 2 ZONING DIS TRIC T: R2 'A �> � BENCHMARK # MIN. LOT AREA = 43,560 �- - -� S.F. l CERT/FY THAT THIS PLAN CONFORMS / MIN. LOT FRONTAGE = 150 FT. TO THE RULES AND REGULATIONS OF MIN. FRONT SETBACK = 30 FT. TH REG/STE OF DEEDS. / MIN. SIDE SETBACK = 30 FT. y 10/6/08 STATE MIN. REAR SETBACK = 30 FT DATE FOREST I MIN. LOT WIDTH = 100 FT l I 1 / L - - - - - - - - - - - N/F N/F DEPARTMENT OF JAMES D. & LINDA A. EN LOCUS MAP D'ANGELO SCALE: 1 " = 1000,± LOT 2 MANAGEMENT ENVIRONMENTAL NOTES 1. ALL DEEDS FROM THE OWNER OF THE SUBDIVISION SHALL RESERVE THE FEE /N ALL STREETS OR WAYS LEGEND LOT 3 SHOWN ON THE SUBDIVISION PLAN, SUCH FEE TO BE RETAINED BY THE DEVELOPER UNTIL CONVEYED El GRANITE BOUND TO BE SET TO THE TOWN. O DRILL HOLE FOUND � 2. BASE FLOOD ELEVATION: ACCORD/NG TO FEMA IRON PIPE FOUND FLOOD INSURANCE RATE MAP COMMUNITY-PANEL ■ STONE BOUND 6"X6" CENTER HELD NUMBER 250098 0006/0008 C, THIS SITE /S NOT O IRON ROD FOUND LOCATED /N A SPECIAL FLOOD HAZARD AREA. 000000 STONE WALL N/F NOW OR FORMERLY OF — — — — — — EXISTING EDGE OF PAVEMENT L 0 T /�/ MAP 18 LOT 24 NO. ANDOVER ASSESSORS REFERENCE REFERENCE PLANS WA/ VERS: (M.G.L. CH. 41 SEC 81R) 1. N.E.R.D. PLAN 15123 WA/VERS ARE REQUESTED FROM THE FOLLOW/NG REQUIREMENTS OF THE RULES UTILITY POLE 2. N.E.R.D. PLAN' 14887 AND REGULATIONS GOVERNING THE SUBDIVISION OF LAND /N NORTH ANDOVER: -�- LIGHT POST J. N.E.R.D. PLAN' 9779 Q DRAIN MANHOLE 4. N.E.R.D. PLAN 9048 1) SECTION: 6.8. 1 TABLE /A. THE MIN/MUM RIGHT OF WAY FOR A LOCAL CATCH BASIN AND DRAINAGE PIPE 5. N.E.R.D. PLAN 914 RESIDENTIAL STREET /S 50 FEET. 40 FEET IS PROPOSED. (D SEWER MANHOLE 2) SECTION: 6.8. 1 TABLE /A. THE MIN/MUM PAVEMENT WIDTH FOR A LOCAL SEWER PIPE N/F RESIDENTIAL STREET /S 26 FEET 20 FEET /S PROPOSED. -s- FIRE HYDRANT JUSTIN & GRACE-MARIE 3) SECTION 6.9 CURBING. GRANITE CURBING /S REQUIRED ON ALL NEW WATER SHUT OFF BENINCASA N/F N/F STREETS. NO CURB/NG /S PROPOSED. pa WATER VALVE C/SSEL FAMILY TRUST JOSEPH & MARY — -�-- WATER MAIN GANGI 4) SECTION STREETS.SIDEWALKS.NWSIDSIDEWALKS ARE REQUIRED ON ONE SIDE OF —SAS— PROPOSED GAS LINE LOCA LK IS PROPOSED. pa GAS VALVE/GAS SHUTOFF REFERENCE DEEDS 5) SECTION 6. 18. 1 STREET TREES. STREET TREES ARE REQUIRED TO BE LOCATED WITHIN THE STREET RIGHT OF WAY. THE PROPOSED STREET STREET TREE N.E.R.D. BK.5514 PG. 194 TREES ARE TO BE PLANTED OUTSIDE OF THE RIGHT OF WAY. (zc0000 EXIST/NG STONE WALL N.E.R.D. BK.5496 PG. 176 6) SECTION 5.2.5.2. 1 1 REQUIRES PROPOSED HOUSES AND GRADING BE — —206— — EX/STING ELEVATION CONTOUR N.E.R.D. BK. 1968 PG. 172 PROPOSED ELEVATION CONTOUR N.E.R.D. BK.8308 PG. 228 SPRING HILL ROAD ON LOT LAYOUT SHEET. ALL PROPOSED HOUSES AND GRADING TO {_ PROPOSED UNDERGROUND BE SHOWN ON SHEET 4 (SITE GRADING PLAN). ELECTRIC/TELEPHONE/CABLE TV LINES lel PROPOSED ROOF RUNOFF INFILTRATION AREA PROPOSED EDGE OF PAVEMENT KEY PLAN _ PROPOSED FLARED END DRAINAGE PIPE 80 0 80 160 FT BENCHMARK INDEX SHEET 1 OF 7 COVER SHEET SCALE: 1" = 80' BENCHMARK ,#1 SHEET 2 OF 7 PLAN OF LOTS NAIL FOUND /N 14" MAPLE SHEET 3 OF 7 PLAN OF EXISTING CONDITIONS ASSESSORS REFERENCE 1.o ABOVE GRADE SHEET 4 OF 7 SITE GRADING PLAN EL.=206.05 NGVD 1929 SHEET 5 OF 7 PLAN & PROFILE ti KELSEY LANE MAP 107A LOT 234 FROM REF. PLAN 1 SHEET 6 OF 7 CONSTRUCTION DETAILS SHEET 7 OF 7 CONSTRUCTION DETAILS BENCHMARK #2 NAIL FOUND /N 12" MAPLE 1.0' ABOVE GRADE EL.=206. 18 NGVD 1929 FROM REF. PLAN 1 DEFINI TI VE SUBDI VISION PLAN FOR ltltKEL SE Y LA NE CO VER "APPROVED UNDER THE SUBDIVISION LOCATED /N CONTROL LAW UPON CONDITIONS" TOWN OF NORTH ANDOVER APPROVED APPLICATION FILED PROFESS/ONAL PROFESSIONAL LAND NORTH ANDOVER, A SHEET OFFICE OF THE TOWN CLERK MASS SUBJECT TO COVENANT, ENG/NEER SURVEYOR !� NO.ANDOVER PLANNING BOARD FINAL PLAN FILED THIS /S TO CERT/FY THAT ON CONDITIONS SET FORTH /N OF M,qs� I RECEIVED FROM THE NORTH ANDOVER A COVENANT EXECUTED HEARING DATE �a�P q�y �NOF'�ss PLANNING BOARD CERTIFICATION OF ITS P S'IP MICHAEL 9�yN RECORD OWNER WILLIAM & LYNNE GILLEN DATE: MAY 19, 2009 By. s CHRISTIANSEN o APPROVAL OF THIS PLAN AND THAT DURING PLAN APPROVED CIVIL SE I m & APPLICANT: 54 SPRING HILL ROAD THE (20) TWENTY DAYS NEXT FOLLOW/NG I DATED: o No.28 c� ° No_' �s� NO.ANDOVER,MA.01845 REVISIONS. HAVE RECEIVED NO NOTICE OF ANY APPEAL BOARD OF HEALTH s oNPy FROM SAID DECISION. AND TO BE RECORDED s� PRO C Q FESSIONAL ENGINEERS HEREWITH APPROVAL r]L/RI S TIA NSEN ,h SERGI LAND SURVEYORS CLERK DATE DATE: L/ G. CHRISTIANSEN P.E. ICHAEL J. SERGI P.L.S. 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 1 OF 7 @2009 BY CHRISTIANSEN & SERGI INC. DWG. NO. 97066019