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HomeMy WebLinkAboutMiscellaneous - 166 SALEM STREET Town of North Andover ZONING BOARD OF APPEALS. Albert P.Manzi IIT Esq. Chairman Ellen P hiclutyre, ['ire-0alr,>nan NORTH Richard T.Beers Esq.Clerk, OE tt`eO e 1ti e Joseph D.LaGrasse " C'I 1 Richard M.Vaillancourt A T ssodate Members Thomas D.I obto Daniel S.Braese,Esq. S �M '1 Alichael P.Lipotto swe►ws� Town Clerk Time Stamp Any appeal shall be filed within Notice of Decision (20)days after the date of filing Year 2009 of this notice in the office of the Town Clerk,per Massa Gena L.ch. 40A,§17 Property at: 166 Salem Street NAME: John Cahill HEARINGS: October 14,2009&January 13, 2009 ADDRESS: 166 Salem Street PETITION: 2008-011 i North Andover,MA 01845 TYPING DATE: January 14,2009 The North Andover Board of Appeals considered the request at its regular meeting on Tuesday,January 13,2009 at 7:30 PM in the North Andover High School Lecture Hall,430 Osgood Street,North Andover,Massachusetts upon the application of John Cahill,166 Salem Street(Map 37.1),Parcel 21),North Andover,MA regarding a Permit under Section 5,Paragraph 5.6.2 of the Zoning Bylaw in order to remove 3,655 cubic yards of excess earth material from a proposed residential subdivision project that involves the addition of three new single-family homes and a new 292'road to the existing 2.3 acre lot and existing single family home. Informational notices were sent to all names on the abutter's list.and Richard L Byers,Clerk,read the notice to open the request hearing on October 14,2008. The Board granted the applicant's request to be continued without presenting evidence. The following voting members were present: Ellen P.McIntyre,Richard LByers,Albert P.Manzi,III,Richard V - was t. Michael P.Li . M. ailiarlcourt and Thomas D.Ippolito. following non-voting member ppolito g oUYlg present. porto Upon a motion b Richard M. Vaillancourt and 2°a Ellen P.McIntyre,p y by the Board voted to GRANT the applicant's withdrawal form requesting that the Permit for Earth Removal be WITHDRAWN WITHOUT PREJUDICE. Voting in favor:Ellen P.McIntyre,Richard J.Byers,Albert P.Manzi,III,Richard M. Vaillancouit,and Thomas D.Ippolito. Qm,,r 0-t4 No/th Andover Zoning Board of Appeals AAbert P.Manzi,IIt,Esq.,Chairman lien P.McIntyre, Vice Chairman Richard J.Byers,Esq.,Clerk Richard M.Vaillancourt Associate Member Thomas D.Ippolito Decision 2008-011. M37.DP21. 1600 Osgood St.,Bldg 20-Suite 2-36,North Andover,MA 01845 Phone-978-688-9541 Fax-978-688-9542 Web-www.townofnorthandover.com Town of North Andover ZONING BOARD OF APPEALS ',]best P.Manzi III,Esq.Chairman Ellen P McIntjTr Lice-C{airman pORTN Richard J Byers Esq.Clerk 0, oto, 7ti Joseph D LaGrasse 3? °'� . v3 - °•e ppL Richard M.Vaillancourt ti AssociateAllembe;s - y F R 1 i a T , 4QII1aS D.Ippolito MS Daniel S.Braese,Esq- 'li gowwr•o•�'A (� Michael P.Liporto ,sSwCHUSt� Town Clerk Time Stamp Any appeal shall be filed within Notiee of Decision (20)days after the date of filing Year 2009 of this notice in the office of the Town Clerk,per Mass.Gen.L.ch 40A,§17 PrWrty at: 166 Salem Street NAME: Jennifer and Geoffrey Nefley HEARINGS: October 14,2009&January 13, 2009 ADDRESS: 166 Salem Street PETITION: 2008-011 North Andover,MA 01845 TYPING DATE: January 14,2009 The North Andover Board of Appeals considered the request at its regular meeting on Tuesday,January 13,2009 at 7:30 PM in the North Andover High School Lecture Hall,430 Osgood Street,North Andover,Massachusetts upon the application of John Cahili,166 Salem Street(Map 37.1),Parcel 21),North Andover,MA regarding a Permit under Section 5,Paragraph 5.6.2 of the Zoning Bylaw in order to remove 3,655 cubic yards of excess earth material from a proposed residential subdivision project that involves the addition of three new single-family homes and a new 292'road to the existing 2.3 acre lot and existing single family home. Informational notices were sent to all names on the abutter's list and Richard J.Byers,Clerk,read the notice to open the request hearing on October 14,2008. The Board granted the applicant's request to be continued without presenting evidence. The following voting members were present: Ellen P.McIntyre,Richard J.Byers,Albert P.Manzi,III,Richard M.Vaillancourt,and Thomas D.Ippolito. The following non-voting member was present: Michael P.Liporto. Upon a motion by Richard M.Vaillancourt and To by Ellen P.McIntyre,the Board voted to GRANT the applicant's withdrawal form requesting that the Permit for Earth Removal be WITHDRAWN WITHOUT PREJUDICE. Voting in favor:Ellen P.McIntyre,Richard J.Byers,Albert P.Manzi,III,Richard M. Vaillancourt,and Thomas D.Ippolito. No Andov oard of Appeals rt P.Manzi,III,Esq.,Chairman llen P.McIntyre, lrce Chairman Richard J.Byers,Esq.,Clerk Richard M.Vaillancourt Associate Member Thomas D.Ippolito Decision 2008-011. M37.DP21. 1600 Osgood St,Bldg 20-Suite 2-36,North Andover,MA 01845 Phone-978-688-9541 Fax-978-688-9542 Web-www.townofnorthandever.com f.. 'a n TO: FAX # ZU09 JAN 14 F1 FROM: Mary, Planning Assistant FAX #978-688-9542 - PHONE #978-688-9535PIA 4 ,' Please sign your name and fill in address of premises affected, fill in current date, return same to fax #978-688-9542. Thank you. "REQUEST FOR A CONTINUANCE" NAME: ADDRESS OF PREMISES AFFECTED: PHONE NUMBER: AREA CODE:_C____) "I WISH TO REQUEST A CONTINUANCE UNTIL THE NEXT SCHEDULED PLANNING BOARD MEETING, THEREFORE WAIVE THE TIME CONSTRAINTS FOR ISSUING OF ANY AND/ALL DECISIONS RELATIVE TO ANY/AND ALL PERMITS OF THE PLANNING BOARD FOR THE TOWN OF NORTH ANDOVER, MA. SIGNED BY PETITI R OR SENTATIVE: Signature DATE: �--�'` .� AM ty t aooq fill in current date MIICONTINUEANCE ttORTH + a D I f, I '' 1 6 0 I VE'D 2"9 MAR 20 P I'l 3: 5AORA3 U, 'reoOM C5 �SSACHU M A'S PLANNING DEPARTMENT Community Development Division 1600 Osgood Street North Andover,Massachusetts,01845 Decision—Definitive Subdivision Plan-Final Any appeal shall be filed within(20) days after the date of filing this notice in the office of the Town Clerk. Date: March 16,2009 Date of Hearing: October 7,2008 through March 16,2009 Date of Decision: March 16,2009 Petition of: 166 Salem Street Realty Trust 166 Salem Street North Andover,MA 01845 Premises Affected: 166 Salem St.,North Andover,AM,Assessors Map 37D,Parcel 21. 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 a roadway, the installations of stormwater management infrastructure, the installation of underground utilities, connections to existing water and sewer service and substantial grading in the R-3 Zoning District. After a public hearing given on the above dates, and upon a motion by R. Rowen and 2nd by T. Seibert to APPROVE the Application for a Definitive Subdivision Plan as amended and based upon the following conditions.A vote of 4-0 was made in favor of the applicatio Ofbehalf of the NortAndover Planning Board John Simons,Chair Richard Rowen Jennifer Kusek,Clerk Timothy Seibert The Planning Board herein APPROVES the Application for a Definitive Subdivision to create three lots, including lot 2a with 33, 421 sq. ft., Lot 3 with 57, 488 sq. ft., and Lot IA with 25,000 sq. ft. It should be noted that Lot I A was created as a lot with the endorsement of an Approval Not Required Plan,endorsed by the Planning Office on April 1, 2008. The project is located at 166 Salem St., North Andover, Massachusetts, 01845, Map 37D, Parcel 21 in the Residential 3 (R-3) Zoning District and in the Non- I 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D, Parcel 21 Discharge Buffer Zone of the Watershed Protection District. The application was filed with the Planning Board on September 3,2008. The public hearing on the above referenced application was opened on October 21, 2008, and closed by the North Andover Planning Board on March 1.6, 2009. The applicant submitted a complete application, which was noticed and reviewed in accordance with Section W of the Town of North Rules and Regulations Governing the Subdivision of Land. 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 Definitive Plan, which dated July 23, 2008 and last revised March 12, 2009, is substantially complete and technically adequate,accept as amended herein. B. The Definitive Plan shows a Plan of Lots(Sheet l of 5)that depicts the creation of three lots with the following area and frontage on a 50 ft. Right-of-Way shown on the plan as "Lydia Lane": Lot IA, 25,000 sq. ft. and 135 ft. of frontage; Lot 2A, 33,421 sq. ft. and 172 ft. of frontage; Lot 3, 57,488 sq. ft. and 125 ft. of frontage. The Plan thus conforms to all applicable zoning requirements. C. The Planning Board finds that the proposed road layout(Sheet 3 of 5, Site Grading Plan).and design 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 had previously proposed a four lot subdivision 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 in the Watershed district. D. The proposed roadway layout provides for adequate access to all of the lots in the subdivision that will be safe and convenient for travel. E. The applicant applied for and received approval for a Watershed Special Permit from the Town of North Andover Planning Board according to the Town of North Andover Zoning Bylaw section 4.126. In making that decision,the Planning Board found that the overall design of the subdivision was less intrusive and had less impact on the environment than the initial plan. F. The applicant had applied for an Earth Removal Special Permit from the Town of North Andover Zoning Board of Appeals,under Section 5,paragraph 5.6.2 of the town of North Andover Zoning Bylaw for the removal of 3;655 cubic yards of excess earth material related to the construction of a four-lot subdivision. The applicant requested a withdrawal without prejudice due to the fact that the design of the Subdivision was changed from four lots to three lots with a reduced roadway layout so that the Earth Removal Permit was not required.The ZBA voted to grant the applicant's request for a withdrawal without prejudice on January 13,2009. G. The roadway layout and stormwater management systems as depicted in Sheet 3 of 5 (Site Grading Plan) has been found to provide a design that is compatible with the surrounding neighborhood, that provides for adequate drainage and provides for least amount of intrusion and disturbance with the 400 ft. buffer of the Non-Discharge Zone of the Watershed Protection Area. H. The Definitive Plan has been prepared to lessen congestion in such ways and in the adjacent public ways. L The roadway depicted on the Definitive Plan reduces danger to life and limb in the operation of motor vehicles. 2 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 J. 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. K. 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. L. The Definitive Plan has been reviewed by the Department of Public Works, and the Fire Department and has been found to be acceptable. M. The Definitive Plan conforms with the design and construction standards described in these Rules and Regulations,with the exceptions of waivers granted in Condition 2. 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 115,909 sq. ft. parcel of land with land fronting on Salem Street as shown on a portion of Assessors Map 37D, Parcel 21, and also known as 166 Salem St., North Andover, Massachusetts. B) The "Plans" refer to the plans prepared by Christiansen& Sergi 160 Summer St., Haverhill, MA 01830 dated July 23, 2008,revised to October 10, 2008,February 2,2009,February 17,2009 and March 12, 2009, consisting of Sheets 1 - 5, titled "Definitive Subdivision Plan for Captain Nathaniel Berry Homestead,located in North Andover,Mass,record owner and applicant 166 Salem Street Realty Trust, 166 Salem Street,North Andover,MA 01845". C) The "Project" or "166 Salem Street" refers to the construction of a three-lot subdivision, including a roadway, the installations of stormwater management infrastructure, the installation of underground utilities, connections to existing water and sewer service and substantial grading in the R-3 Zoning District D) The "Applicant" refers to 166 Salem Street Realty Trust, 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 isnot 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 number of lots originally proposed for the subdivision was reduced from 4 lots to 3 lots and 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 Plan • Section 6.8.1 Table IA.Minimum pavement width proposed is 18 ft., instead of 26 ft. • Section 6.8.1 Table IA. Minimum intersection corner curb radius proposed is 10 ft., instead of 40 ft. • Section 6.8.1 Table IA.A 50 ft.vertical curve is proposed, instead of the required 100 ft. 3 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 • Section 6.8.1 Table IA. A K value of 12.5 for the"driveway is proposed, instead of the required 30 K value. • 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 L "Driveway"construction will consist of an 8' gravel base,topped by 4"of crushed stone, 2 %2' binder course and 1 %2' top 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. • Appendix 1.No street sign is proposed. 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 roadway will remain private, to 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 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 following: a. A covenant (FORM 1) 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 check made out to the Town of North Andover that will be placed into an interest bearing escrow account. c. A notation must be placed on the plan noting that the roadway is considered a private driveway,not a public road. d. Deed restrictions must be placed on Lots IA,2A and 3 regarding the fact that the private roadway will never be maintained by the Town and that it 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. f. 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. 4 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 h. All drainage,water and sewage facilities designs shall be approved by the North Andover Division of Public Works. i. 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. j. The Subdivision Decision for this project must appear on the mylars. k. A Development Schedule must be submitted for signature by the Town Planner. The schedule must show building permit eligibility by quarter for all lots. 1. 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 to be determined by the Planning Board and the DPW, 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; f. 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. 5 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D, Parcel 21 2) All condition found in the Watershed Special Permit for each lot must be complied with. 3) A Plot Plan for the lot in question must be submitted to include the following: 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. 4) All appropriate erosion control measures for the lot shall be in place. 5) All catch basins shall be protected and maintained with hay bales to prevent siltation into the drain line during construction. 6) The lot in question shall be staked in the field. The location of any major departures from the plan must be shown. 7) Lot numbers,visible from all roadways must be posted on all lots. 8) Prior to the issuance of a Building Permit for Lot 1A, a Plot Plan showing the reconstruction of the existing stone wall and fence facing Salem Street will be submitted for approval by the Planning Office. 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. 4) Hours of construction are limited from 7 a.m. to 5 p.m., Monday through Friday and 8 a.m.—5 p.m. on Saturdays PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY 1) A granite post with the three "Salem Street" house numbers must be installed at the entrance to the driveway. The location and size of granite post must be approved by the North Andover Fire Department. 2) All slopes shall be stabilized, as determined by the Planning Board, with regard to erosion and safety. 6 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 3) All lots must be raked, loamed and seeded, sodded or mulched, if the weather does not permit seeing 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) The applicant must submit a letter 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 IA 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 fording 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 1) The 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 resented to the Planning Board may be subject to modification by the g g, p g � Y J Planning Board. 7 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 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"The Captain Nathaniel Berry Homestead", located in North Andover,MA Prepared for: 166 Salem Street Realty Trust 166 Salem Street North Andover,MA 10845 Prepared by: Christiansen&Sergi 160 Summer St. Haverhill,MA North Andover,MA 01845 Scale: 1"=40' Date: July 23,2008,revisions October 10,2008,February 17,2009,and March 12,2009. Sheets: 5 Application for Definitive Subdivision Plan Received: Sept. 3,2008 Narrative Received: Sept. 3,2008 cc: Town Departments Applicant Engineer Abutters Assessor 8 ttORTH 61 0 J 0 4 W I K 22 1AR 20 Sj 5 r IF CHU 4 6 T," o 7 PLANNING DEPARTMENT 8 Community Development Division 9 1600 Osgood Street 10 North Andover,Massachusetts,01845 11 12 Decision—Watershed Special Permit-Final 13 14 Any appeal shall be filed 15 within(20) days after the 16 date of riling this notice in 17 the office of the Town Clerk. 18 Date: March 16, 2009 19 Date of Hearing: October 7 through March 20 16, 2009 21 Date of Decision: March 16, 2009 22 23 24 Petition of: 166 Salem Street Realty Trust 25 166 Salem Street 26 North Andover, MA 01845 27 Premises Affected: 166 Salem St.,North Andover,MA,Assessors Map 37D,Parcel 21. 28 29 Referring to the above petition for a Watershed Special Permit from the requirements of the North Andover 30 Zoning Bylaw, Section 4.136: 31 Under Section 4.136.3(b)(ii)(1)of the Bylaw to permit limited activity within the Non-Discharge 32 Zone of the Watershed Protection District 33 34 So as to construct a three-lot subdivision, including a roadway,the installations of stormwater 35 management infrastructure,the installation of underground utilities,connections to existing water and 36 sewer service and substantial grading within the Non-Discharge Zone of the Watershed Protection 37 District. 38 39 40 After a public hearing given on the above dates, and upon a motion by R. Rowen and 2nd by J. Kusek to 41 APPROVE the Application for a Watershed Special Permit as amended and based upon the following 42 conditions.A vote of 4-0 was made in favor of the application.a.-., 43 44 45 On half of the North#dower Planning Board 46 47 John Simons,Chair 48 Richard Rowen 49 Jennifer Kusek,Clerk 50 Timothy Seibert 51 a t 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 1 2 The Planning Board herein APPROVES the Watershed Special Permit to construct a three-lot subdivision, , 3 including a roadway, the installations of stormwater management infrastructure, the installation of 4 underground utilities, connections to existing water and sewer service and substantial grading within the 325 5 foot Non-Discharge Buffer Zone of the Watershed Protection District. The project is located at 166 Salem 6 St.,North Andover,Massachusetts,01845,Map 37D Parcel 21 in the Residential 3 (R-3)Zoning District and 7 in the Non-Discharge Buffer Zone of the Watershed Protection District. There are three parcels with a total of 8 approximately 115,909 s.£,two of which have frontage on Salem Street,with the third having frontage on the 9 new roadway. This Special Permit was requested by 166 Salem Street Realty Trust of 166 Salem St.,North 10 Andover,MA 01845. The application was filed with the Planning Board on September 3,2008. The public 11 hearing on the above referenced application was opened on October 21, 2008, and closed by the North 12 Andover Planning Board on March 16, 2009. The applicant submitted a complete application, which was 13 noticed and reviewed in accordance with Sections 4.126, 8.3, 10.3, and 10.31 of the Town of North Andover 14 Zoning Bylaw and MGL C.40A, Sec. 9. 15 16 17 The Planning Board makes the following findings as required by the North Andover Zoning Bylaws 18 Section 10.52: 19 20 FINDINGS OF FACT: 21 22 That as a result of the proposed construction in conjunction with other uses nearby, there will not be any 23 significant degradation of the quality or quantity of water in or entering Lake Cochichewick. The Planning 24 Board bases this finding on the following facts: 25 26 1. The project is located within the Non-Discharge Zone of the Watershed Protection District. 27 The final design reflects extensive discussions between the Town and applicant to ensure the 28 continued protection of Lake Cochichewick and the safety and welfare of the residents of 29 North Andover. 30 31 2. There will be no construction of stormwater management systems within the limits of the 400 ft. 32 buffer of the Non-Discharge Zone. The creation of the subdivision will result in limited 33 disturbance within that buffer zone, due to the construction of the new home, an allowed use 34 according to the Town of North Andover Bylaw,section 4.126. 35 36 37 3. The applicant has applied for and received approval for a Definitive Subdivision of Land,that 38 shows the creation of three lots that conform to the dimensional requirements for a lot within 39 the Residential 3 Zoning District as shown in Table 2 of the North Andover Zoning By-laws. 40 The applicant had previously proposed a four lot subdivision with a conventional subdivision 41 road,that would have been more intrusive and would have had much greater impact on the 42 neighborhood and the surrounding environment. Specifically, the current design eliminates 43 the need for the construction of a detention pond in the Watershed Protection District. 44 45 46 4. The applicant had applied for an Earth Removal Special Permit from the Town of North 47 Andover Zoning Board of Appeals,under Section 5,paragraph 5.6.2 of the town of North 48 Andover Zoning Bylaw for the removal of 3,655 cubic yards of excess earth material related to 49 the construction of a four-lot subdivision. The applicant requested a withdrawal without 50 prejudice due to the fact that the design of the Subdivision was changed from four lots to three 2 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 1 lots with a reduced roadway layout so that the Earth Removal Permit was not required.The ZBA 2 voted to grant the applicant's request for a withdrawal without prejudice on January 13,2009. 3 4 5. The applicant has provided for sufficient erosion control measures to ensure that any 5 stormwater runoff that occurs during construction is contained and infiltrated on-site. 6 7 6. The applicant has also provided information showing that there will be very little runoff from 8 new impervious surfaces and that the runoff will be discharged into the ground and infiltrated 9 within the two rain gardens to be constructed on site. 10 11 7. There is no reasonable alternative location outside the General, Non-Disturbance, and the 12 Discharge Zones for any discharge,structure or activity. 13 14 8. The specific site is an appropriate location for the proposed use as it is consistent with the 15 existing residential use on the site; 16 17 9. The use will not adversely affect the neighborhood as the lot is located in a Residential 3 Zoning 18 District; 19 20 10. There will be no nuisance or serious hazard to vehicles or pedestrians; 21 22 11. Adequate and appropriate facilities are provided for the proper operation of the proposed use; 23 24 25 12. The Planning Board also makes a specific finding that the use is in harmony with the general 26 purpose and intent of the North Andover Zoning Bylaw. 27 28 Upon reaching the above findings,the Planning Board approves this Special Permit based upon the following 29 SPECIAL CONDITIONS: 30 31 1) Permit Definitions: 32 33 A) The "Locus" refers to the 115,909 sq. ft. parcel of land with land fronting on Salem Street as 34 shown on a portion of Assessors Map 37D, Parcel 21, and also known as 166 Salem St., North 35 Andover,Massachusetts. 36 37 B) The "Plans" refer to the plans prepared by Christiansen& Sergi 160 Summer St., Haverhill, MA 38 Ol 830 dated July 23,2008,revised to October 10, 2008,February 2,2009,February 17,2009 and 39 March 12, 2009, consisting of Sheets 1 - 5, titled "Definitive Subdivision Plan for Captain 40 Nathaniel Berry Homestead, located in North Andover,Mass,record owner and applicant 166 Salem 41 Street Realty Trust, 166 Salem Street,North Andover,MA 01845". 42 43 C) The "Project" or "166 Salem Street" refers to the construction of a three-lot subdivision, 44 including a roadway, the installations of stormwater management infrastructure, the installation 45 of underground utilities, connections to existing water and sewer service and substantial grading 46 in the R-3 Zoning District 47 48 D) The "Applicant" refers to 166 Salem Street Realty Trust, the applicant for the Definitive 49 Subdivision Plan Approval. 50 3 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 1 E) The"Project Owner"refers to the person or entity holding the fee interest to the title to the Locus 2 from time to time,which can include but is not limited to the applicant, developer,and owner. 3 4 5 2) The Town Planner shall approve any changes made to these plans. Any changes deemed substantial 6 by the Town Planner would require a public hearing and modification by the Planning Board. 7 8 9 10 PRIOR TO THE START OF CONSTRUCTION 11 12 A) All applicable erosion control measures must be in place and reviewed and approved by the 13 Planning Department. 14 15 C) A bond in the amount of one thousand dollars($1,000.00)shall be posted for the purpose of insuring 16 that the site is constructed in accordance with the approved plan and that a final as-built plan is 17 provided, showing the location of all on-site structures. This bond shall be in the form of a check 18 made out to the Town of North Andover. This check will then be deposited into an interest bearing 19 escrow account. 20 21 PRIOR TO THE ISSUANCE OF A BUILDING PERMIT 22 23 A) Three(3)copies of the signed,recorded plans must be delivered to the Planning Department. 24 25 B) One certified copy of the recorded decision must be submitted to the Planning Department. 26 27 DURING CONSTRUCTION 28 29 A) Any stockpiling of materials (dirt, wood, construction material, etc.) must be shown on a plan and 30 reviewed and approved by the Planning Staff. Any approved piles must remain covered at all times 31 and fenced off to minimize any dust problems that may occur with adjacent properties. 32 33 B) It shall be the responsibility of the developer to assure that no erosion from the site of construction 34 shall occur which will cause deposition of soil or sediment upon adjacent properties or public ways, 35 except as normally ancillary to off-site sewer or other off-site construction. Off-site erosion will be 36 a basis for the Planning Board making a finding that the project is not in compliance with the plan; 37 provided, however, that the Planning Board shall give the developer written notice of any such 38 finding and ten days to cure said condition. 39 40 C) In an effort to reduce noise levels, the developer shall keep in optimum working order, through 41 regular maintenance,any and all equipment that shall emanate sounds from the structures or site. 42 43 PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY 44 45 A) The applicant must submit a letter from the architect and engineer of the project stating that the 46 building and site layout substantially comply with the plans referenced at the end of this decision as 47 endorsed by the Planning Board. 48 49 50 PRIOR TO THE FINAL RELEASE OF ALL SECURITY AND ESCROWED FUNDS 4 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 1 2 A) A final as-built plan showing final topography, the location of all on-site utilities, structures and 3 drainage facilities must be submitted to the Planning Department. 4 5 B) The Planning Board must by a majority vote make a finding that the site is in conformance with the 6 approved plan. 7 8 9 GENERAL CONDITIONS 10 11 12 A) The contractor shall contact Dig Safe at least 72 hours prior to commencing any excavation. 13 14 B) Gas, Telephone, Cable and Electric utilities shall be installed underground as specified by the 15 respective utility companies. 16 17 C) The hours for construction shall be limited to between 7:00 a.m. and 5:00 p.m. Monday through 18 Friday and between 8:00 a.m. and 5:00 p.m. on Saturday. 19 20 D) The provisions of this conditional approval shall apply to and be binding upon the applicant, its 21 employees and all successors and assigns in interest or control 22 23 E) Any action by a Town Board, Commission, or Department,which requires changes in the plan or 24 design of the building, as presented to the Planning Board, may be subject to modification by the 25 Planning Board. 26 27 F) Any revisions shall be submitted to the Town Planner for review. If these revisions are deemed 28 substantial,the developer must submit revised plans to the Planning Board for approval. 29 30 G) This Special Permit approval shall be deemed to have lapsed after March 16, 2011 (two years 31 from the date permit granted), exclusive of the time required to pursue or await determination of 32 any appeals, unless substantial use or construction has commenced within said two-year period or 33 for good cause. 34 35 H) The following information shall be deemed part of the decision: 36 37 Plan titled: Definitive Subdivision Plan for"The Captain Nathaniel Berry Homestead",located 38 in North Andover,MA 39 North Andover,Mass. 40 Prepared for: 166 Salem Street Realty Trust 41 166 Salem Street 42 North Andover,MA 10845 43 Prepared by: Christiansen&Sergi 44 160 Summer St. 45 Haverhill,MA 46 North Andover,MA 01845 47 Scale: 1"=40' 48 Date: July 23 2008,revisions October 10,2008,February 17,2009,and March 12,2009. 49 Sheets: 1 50 5 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 1 Application for Definitive Subdivision Plan 2 Received: Sept. 3,2008 3 Narrative 4 Received: Sept. 3,2008 5 6 cc: Town Departments 7 Applicant 8 Engineer 9 Abutters 10 Assessor 6 Olt '9 W� 4Jt ff` hi =f; 0 Bldg ZBA b :o =� [Tarp * Con/Com Health r• r, Fire Chief Police Chief '� °� coc».cmm , �' , S3 Town Clerk DPW/Engineers SAc 0U Surrounding Towns f F 1A A0�B PLANNING DEPARTMENT Community Development Division 1600 Osgood Street North Andover,Massachusetts,01845 Decision—Definitive Subdivision Plan-Final Any appeal shall be filed within(20)days after the date of filing this notice in the office of the Town Clerk. Date: March 16,2009 Date of Hearing: October 7,2008 through March 16,2009 Date of Decision: March 16,2009 Petition of: 166 Salem Street Realty Trust 166 Salem Street North Andover,MA 01845 Premises Affected: 166 Salem St.,North Andovgr,MA,Assessors Map 37D,Parcel 21. 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-tot subdivision, including a roadway, the installations of stormwater management .. infrastructure, the installation of underground utilities, connections to existing water and sewer service and substantial grading in the R-3 Zoning District. After a public hearing given on the above dates, and 'upon a motion by R. Rowen and 2°d by T. Seibert to APPROVE the Application for a Definitive SubdivisionPlan as amended and based upon the following conditions.A vote of 4-0 was made in favor of the applicati behalf of the No Andover Planning Board John Simons,Chair Richard Rowen Jennifer Kusek,Clerk Timothy Seibert The Planning Board herein APPROVES the Application for a Definitive Subdivision to create three lots including lot 2a with 33, 421 sq. ft., Lot 3 with 57, 488 sq. ft„ and Lot IA with 25,000 sq. & It should be noted that Lot IA was created as a lot with the endorsement of an Approval Not Required Plan,endorsed by the Planning Office on April 1, 2008. The project is located at 166 Salem St., North Andover, Massachusetts, 01845, Map 37D, Parcel 21 in the Residential 3 (R-3),Zoning District and in the Non- l 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 Discharge Buffer Zone of the Watershed Protection District. The application was filed with the Planning Board on September 3,2008. The public hearing on the above referenced application was opened on October 21, 2008, and closed by the North Andover Planning Board on March 16, 2009. The applicant submitted a complete application,which was noticed and reviewed in accordance with Section IV of the Town of North Rules and Regulations Governing the Subdivision of Land. 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 Definitive Plan, which dated July 23, 2008 and last revised March 12, 2009, is substantiallycomplete and technical) coin lP y adequate,accept as amended herein. B. The Definitive Plan shows a Plan of Lots (Sheet 1 of 5)that depicts the creation of three lots with the following area and frontage on a 50 ft. Right-of-Way shown on the plan as "Lydia Lane": Lot IA, 25,000 sq. ft. and 135 ft. of frontage; Lot 2A, 33,421 sq. ft. and 172 ft. of frontage; Lot.3, 57,488 sq. ft. and 125 ft. of frontage. The Plan thus conforms to all applicable zoning requirements. C. The Planning Board finds that the proposed road layout(Sheet 3 of 5, Site Grading Plan)and design 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 had previously proposed a four lot subdivision 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 in the Watershed district. D. The proposed roadway layout provides for adequate access to all of the lots in the subdivision that will be safe and convenient for travel. E. The applicant applied for and received approval for a Watershed Special Permit from the Town of North Andover Planning Board according to the Town of North Andover Zoning Bylaw section 4.126. In making that decision, the Planning Board found that the overall design of the subdivision was less intrusive and had less impact on the environment than the initial t plan. F. The applicant had applied for an Earth Removal Special Permit from the Town of North Andover Zoning Board of Appeals, under Section 5,paragraph 5.6.2 of the town of North Andover Zoning Bylaw for the removal of 3,655 cubicards of excess earth material stere)related to the construction of a four-lot subdivision. The applicant requested a withdrawal without prejudice due to the fact that the design of the Subdivision was changed from four lots to three, lots with a reduced roadway layout so that the Earth Removal Permit was not required.The ZBA voted to grant the applicant's request for a withdrawal without prejudice on January 13,2009.. G. The roadway layout and stormwater management systems as depicted in Sheet 3 of 5 (Site Grading Plan) has been found to provide a design that is compatible with the surrounding neighborhood, that provides for adequate drainage and provides for least amount of intrusion and disturbance with the 400 ft. buffer of the Non-Discharge Zone of the Watershed Protection Area. H. The Definitive Plan has been prepared to lessen congestion in such ways and in the adjacent public ways. I. The roadway depicted on the Definitive Plan reduces danger to life and limb in the operation of motor vehicles. 2 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision < Map 37D,Parcel 21 J. 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. K. 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. L. The Definitive Plan has been reviewed by the Department of Public Works, and the Fire Department and has been found to be acceptable. M. The Definitive Plan conforms with the design and construction standards described in these Rules and Regulations,with the exceptions of waivers granted in Condition 2. 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 115,909 sq. ft. parcel of land with land fronting on Salem Street as shown on a portion of Assessors Map 37D, Parcel 21 and also known as 166 Salem St., North Andover, Massachusetts. B) The "Plans"refer to the plans prepared by Christiansen& Sergi 160 Summer St., Haverhill,MA 01830 dated July 23 2008,revised to October 10,2008, February 2, 2009,February 17, 2009 and March 12, 2009, consisting of Sheets 1 - 5, titled "Definitive Subdivision Plan for Captain Nathaniel Berry Homestead,located in North Andover,Mass,record owner and applicant 166 Salem Street Realty Trust, 166 Salem Street,North Andover,MA 01845". C) The rruiect" or "166 Salem Street" refers to the construction of a three-lot subdivision, including a roadway; the installations of stormwater management infrastructure, the installation of underground utilities, connections to existing water and sewer service and substantial grading in the R-3 Zoning District D) The "Applicant" refers to 166 Salem Street Realty Trust, 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 number of lots originally proposed for the subdivision was reduced from 4 lots to 3 lots and 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 Plan • Section 6.8.1 Table IA.Minimum pavement width proposed is 18 ft., instead of 26 ft. • Section 6.8.1 Table IA. Minimum intersection corner curb radius proposed is 10 ft., instead of 40 ft. • Section 6.8.1 Table IA.A 50 ft.vertical curve is proposed,instead of the required 100 ft. 3 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision , Map 37D,Parcel 21 • Section 6.8.1 Table IA. A K value of 12.5 for the"driveway"is proposed, instead of the required 30 K value. • 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. a 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 4"of crushed stone,2 /� binder course and 1 '/s top 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. • Appendix I.No street sign is proposed. 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 roadway will remain private, to 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 documented in the respective deeds for each lot in the subdivision. PRIOR TO ENDORSEMENT OF THE PLAN l) Prior to endorsement of the plans by the Planning Board the applicant shall adhere to the following: a. A covenant (FORM n 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". j 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 notation must be placed on the plan noting that the roadway is considered a private driveway,not a public road. d. Deed restrictions must be placed on Lots IA, 2A and 3 regarding the fact that the private roadway will never be maintained by the Town and that it 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. f. 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. 4 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision E Map 37D,Parcel 21 h. All drainage,water and sewage facilities designs shall be approved by the North Andover Division of Public Works. i. 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. j. The Subdivision Decision for this project must appear on the mylars.. k. A Development Schedule must be submitted for signature by the Town Planner. The schedule must show building permit eligibility by quarter for all lots. 1. 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 K 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 to be determined by the Planning Board and the,DPW, 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; f. 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 PER HT 1) The private driveway must be constructed to binder paving with stabilized shoulders and the rain gardens in place. 5 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 2) All condition found in the Watershed Special Permit for each lot must be complied with. 3) A Plot Plan for the lot in question must be submitted to include the following: 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. 4) All appropriate erosion control measures for the lot shall be in place. 5) All catch basins shall be protected and maintained with hay bales to prevent siltation into the drain line during construction. 6) The lot in question shall be staked in the field. The location of any major departures from the plan must be shown. 7) Lot numbers,visible from all roadways must be posted on all lots. I 8) Prior to the issuance of a Building Permit for Lot 1A, a Plot Plan showing the reconstruction of the existing stone wall and fence facing Salem Street will be submitted for approval by the Planning Office. 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. 4) Hours of construction are limited from 7 am. to 5 p.m.,Monday through Friday and 8 am. -5 p.m. on Saturdays PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY 1) A granite post with the three "Salem Street" house numbers must be installed at the entrance to the driveway. The location and size of granite post must be approved by the North Andover Fire Department. 2) All slopes shall be stabilized, as determined by the Planning Board, with regard to erosion and safety. 6 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D, Parcel 21 3) All lots must be raked, loamed and seeded, sodded or mulched, if the weather does not permit seeing 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) The applicant must submit a letter 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 IA 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 1) The 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. 7 166 Salem Street Realty Trust 166 Salem Street Definitive Subdivision Plan Decision Map 37D,Parcel 21 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"The Captain Nathaniel Berry Homestead", located in North Andover,MA Prepared for. 166 Salem Street Realty Trust 166 Salem Street North Andover,MA 10845 Prepared by: Christiansen&Sergi 160 Summer St. Haverhill,MA North Andover,MA 01845 Scaler 1"=40' Date: July 23,2008,revisions October 10,2008,February 17,2009,and March 12,2009. .Sheets: 5 Application for Definitive Subdivision Plan Received: Sept. 3,2008 Narrative Received: Sept. 3,2008 cc: Town Departments Applicant Engineer Abutters Assessor 8 O`���ED 06T6 1 ' .0� �!1_ h. D • y � +r 'r��, n r � T 1 . 2V N"l 5 `�: "d �SSgC HUS'�� 6 70�, a PLANNING DEPARTMENT MASCr5 8 Community Development Division 9 1600 Osgood Street 10 North Andover,Massachusetts, 01845 11 12 Decision-Watershed Special Permit-Final . 13 14 Any appeal shall be filed 15 within (20)days after the 16 date of filing this notice in 17 the office of the Town Clerk. 18 Date: March 16,2009 19 Date of Hearing: October 7 through March 20 16, 2009 21 Date of Decision: March 16, 2009 22 - 23 24 Petition of: 166 Salem Street Realty Trust 25 166 Salem Street 26 North Andover, MA 01845 27 Premises Affected: 166 Salem St.,.North Andover,MA,Assessors Map 37D.Parcel 21. 28 29 Referring to the above petition for a Watershed Special Permit from the requirements of the North Andover 30 Zoning Bylaw,Section 4.136: 31. Under Section 4.136.3(b)(ii)(1)of the Bylaw to permit limited activity within the Non-Discharge 32 Zone of the Watershed Protection District 33 34 So as to construct a three-lot subdivision, including a roadway,the installations of stormwater 35 management infrastructure,the installation of underground utilities,connections to existing water and 36 sewer service and substantial grading within the Non-Discharge Zone of the Watershed Protection 37 District. ' 38 39 40 After a public hearing given on the above dates, and upon a motion by R. Rowen and 2°d by J. Kusek to 41 APPROVE the Application for a Watershed Special Permit as amended and based upon the following 42 conditions.A vote of 4-0 was made in favor of the application. �--- 43 / 44 < 45 On half of the North fdover Planning Board 46 47 John Simons,Chair 48 Richard Rowen 49 Jennifer Kuse Clerk 50 Timothy Seibert 51 1 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 1 , 2 The Planning Board herein APPROVES the Watershed Special Permit to construct a three-lot subdivision, 3 including a roadway, the installations of stormwater management infrastructure, the installation of 4 underground utilities, connections to existing water and sewer service and substantial grading within the 325 5 foot Non-Discharge Buffer Zone of the Watershed Protection District. The project is located at 166 Salem 6 St.,North Andover,Massachusetts,01845,Map 3 7D Parcel 21 in the Residential 3 (R-3)Zoning District and 7 in the Non-Discharge Buffer Zone of the Watershed Protection Distria There are three parcels with a total of 8 approximately 115,909 s.f.,two of which have frontage on Salem Street,with the third having frontage on the 9 new roadway. This Special Permit was requested by 166 Salem Street RealtyTrust of 166 Salem St. Nor th 10 Andover,MA 01845. The application was filed with the Planning Board on September 3,2008. The public 11 hearing on the above referenced application was opened paned on October 21 2008 and closed b the � y North 12 -Andover Planning Board on March 16, 2009. The applicant submitted a complete application, which was 13 noticed and reviewed in accordance with Sections 4.126, 8.3, 10.3,and 10.31 of the Town of North Andover 14 Zoning Bylaw and MGL C.40A,Sec.9. 15 16 17 _ The Planning Board makes the following findings as required by the North Andover Zoning Bylaws 18 Section 10.52: 19 20 FINDINGS OF FACT: 21 22 That as a result of the proposed construction in conjunction with other uses nearby, there will not be any 23 significant degradation of the quality or quantity of water in or entering Lake Cochichewick. The Planning 24 Board bases this finding on the following facts: 25 j 26 I: The project is located within the Non-Discharge Zone of the Watershed Protection District. 27 The final design reflects extensive discussions between the Town and applicant to ensure the 28 continued protection of Lake Cochichewick and the safety and welfare of the residents of 29 North Andover. 30 31 1 There will be no construction of stormwater management systems within the limits of the 4001 32 buffer of the Non-Discharge Zone. The creation of the subdivision will result in lumtel 33 disturbance within that buffer zone, due to the construction of the new home, an allowed use 34 according to the Town of North Andover Bylaw,section 4.126. 35 36 37 3. The applicant has applied for and received approval for a Definitive Subdivision of Land,that 38 shows the creation of three lots that conform to the dimensio naluireqre e m nts fora lot within 39 the Residential 3 Zoning District as shown in Table 2 of the North Andover Zoning By-laws. 40 The applicant had previously proposed a four lot subdivision with a conventional subdivision 41 road,that would have been more intrusive and would have had much greater impact on the 42 neighborhood and the surrounding environment. Specifically, the current design eliminates 43 the need for the construction of a detention pond in the Watershed Protection District. 44 45 46 4. The applicant had applied for an Earth Removal Special Permit from the Town of North 47 Andover Zoning Board of Appeals,under Section 5,paragraph 5.62 of the town of North 48 Andover Zoning Bylaw for the removal of 3,655 cubic yards of excess earth material related to 49 the construction of a four-lot subdivision. The applicant requested a withdrawal without 50 prejudice due to the fact that the design of the Subdivision was changed from four lots to three 2 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 1 lots with a reduced roadway Iayout so that the Earth Removal Permit was not required.The ZBA 2 voted to grant the applicant's request for a withdrawal without prejudice on January 13,2009. 3 4 5. The applicant has provided for sufficient erosion control measures to ensure that any 5 stormwater runoff that occurs during construction is contained and infiltrated on-site. 6 7 6. The applicant has also provided information showing that there will be very little runoff from 8 new impervious surfaces and that the runoff will be discharged into the ground and infiltrated 9 within the two rain gardens to.be constructed on site. 10 11 7. There is no reasonable alternative location outside the General, Non-Disturbance, and the 12 Discharge Zones for any discharge,structure or activity. 13 14 8. The specific site is an appropriate location for the proposed use as it is consistent with the 15 existing residential use on the site; 16 17 9. The use will not adversely affect the neighborhood as the lot is located in a Residential 3 Zoning 18 District; 19-. 20 10. There will be no nuisance or serious hazard to vehicles or pedestrians; 21 22 11. Adequate and appropriate facilities are provided for the proper operation of the proposed use; 23 24 25 12. The Planning Board also makes a specific finding that the use is in harmony with the general 26 purpose and intent of the North Andover Zoning Bylaw. 27 28 Upon reaching the above findings,the Planning Board approves this Special Permit based upon the following 29 SPECIAL CONDITIONS: 30 - 31 1) Permit Definitions: 32 33 A) The "Locus" refers to the 115,909 sq. ft. parcel of land with land fronting on Salem Street as 34 shown on a portion of Assessors Map 37D, Parcel 21, and also known as 166 Salem St., North 35 Andover,Massachusetts. 36 37 B) The"Plans"refer to the plans prepared by Christiansen& Sergi 160 Summer St., Haverhill,MA 38 01830 dated July 23, 2008,revised to October 10, 2008, February 2,2009,February 17, 2009 and 39 March 12, 2009, consisting of Sheets 1 5, titled "Definitive Subdivision Plan for Captain 40 Nathaniel Berry Homestead, located in North Andover,Mass,record owner and applicant 166-Salem 41 Street Realty Trust, 166 Salem Street,North Andover,MA 01845". 42 43 C) The "Project" or "166 Salem Street" refers to the construction of a three-lot subdivision, 44 including a roadway, the installations of stormwater management infrastructure, the installation 45 of underground utilities, connections to existing water and sewer service and substantial grading 46 in the R-3 Zoning District 47 48 D) The "Applicant" refers to 166 Salem Street Realty Trust, the applicant for the Definitive 49 Subdivision Plan Approval. 50 3 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 ' 1 E) The "Project Owner"refers to the person or entity holding the fee interest to the title to the Locus 2 from time to time,which can include but is not limited to the applicant, developer,and owner. 3 4 5 2) The Town Planner shall approve any changes made to these plans. Any changes deemed substantial 6 by the Town Planner would require a public hearing and modification by the Planning Board. 7 8 9 10 PRIOR TO THE START OF CONSTRUCTION 11 12 A) All applicable erosion control measures must be in place and reviewed and approved by the eP 13 PlanningDepartment. 14 15 C) A bond in the amount of one thousand dollars ($1,000.00)shall be posted for the purpose of insuring 16 that the site is constructed in accordance with the approved plan and that a final as-built plan is 17 provided, showing the location of all on-site structures. This bond shall be in the form of a check 18 made out to the Town of North Andover. This check will then be deposited into an interest bearing 19 escrow account 20 21 PRIOR TO THE ISSUANCE OF A BUILDING PERMIT 22 23 A) Three(3)copies of the signed,recorded plans must be delivered to the Planning Department. 24 25 B) One certified copy of the recorded decision must be submitted to the Planning Department. 26 27 DURING CONSTRUCTION 28 29 A) Any stockpiling of materials (dirt, wood, construction material, etc.) must be shown on a plan and 30 reviewed and approved by the Planning Staff. Any approved piles must remain covered at all times 31 and fenced off to minimize any dust problems that may occur with adjacent properties. 32 33 B) It shall be the responsibility of the developer to assure that no erosion from the site of construction 34 shall occur which will cause deposition of soil or sediment upon adjacent properties or public ways, 35 except as normally ancillary to off-site sewer or other off-site construction. Off-site erosion will be 36 a basis for the Planning Board making a finding that the project is not in compliance with the plan; 37 provided, however, that the Planning Board shall give the developer written notice of any such 38 finding and ten days to cure said condition. 39 40 C) In an effort to reduce noise levels, the developer shall keep in optimum working order, through 41 regular maintenance,any and all equipment that shall emanate sounds from the structures or site. 42 43 PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY 44 45 A) The applicant must submit a letter from the architect and engineer of the project stating that the 46 building and site layout substantially comply with the plans referenced at the end of this decision as 47 endorsed by the Planning Board. 48 49 50 PRIOR TO THE FINAL RELEASE OF ALL SECURITY AND ESCROWED FUNDS 4 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision 1 Map 37D Parcel 21 2 A) A final as-built plan showing final topography,the location of all on- site utilities, structures and 3 drainage facilities must be submitted to the Planning Department. 4 5 B) The Planning Board must by a majority vote make a finding that the site is in conformance with the 6 approved plan. 7 8 9 GENERAL CONDITIONS 10 11 12 A) The contractor shall contact Dig Safe at least 72 hours prior to commencing any excavation. 13 14 B) Gas, Telephone, Cable and Electric utilities shall be installed underground as specified by the 15 respective utility companies. 16 17 C) The hours for construction shall be limited to between 7:00 a.m. and 5:00 p.m. Monday through 18 Friday and between 8:00 a.m. and 5:00 p.m.on Saturday. 19 20 D) The provisions of this conditional approval shall apply to and be binding upon the applicant, its 21 employees and all successors and assigns in interest or control. 22 23 E) Any action by a Town Board, Commission,or Department, which requires changes in the plan or 24 design of the building, as presented to the Planning Board, may be subject to modification by the 25 Planning Board. 26 27 F) Any revisions shall be submitted to the Town Planner for review. if these revisions are deemed 28 substantial,the developer must submit revised plans to the Planning Board for approval. 29 30 G) This Special Permit approval shall be deemed to have lapsed after March 16, 2011 (two years 31 from the date permit granted), exclusive of the time required to pursue or await determination of 32 any appeals, unless substantial use or construction has commenced within said two-year period or 33 for good cause. 34 35 H) The following information shall be deemed part of the decision: 36 37 Plan titled: Definitive Subdivision Plan for"The Captain Nathaniel Berry Homestead",located 38 in North Andover,MA 39 North Andover,Mass. 40 Prepared for: 166 Salem Street Realty Trust 41 166 Salem Street 42 North Andover,MA 10845 43 Prepared by: Christiansen&Sergi 44 160 Summer St. 45 Haverhill,MA 46 North Andover,MA 01845 47 Scale: 1"=40' 48 Date: July 23 2008,-revisions October 10,2008,February 17,2009,and March 12,2009. 49 Sheets: 1 50 5 166 Salem Street Realty Trust 166 Salem Street Watershed Special Permit Decision Map 37D Parcel 21 ' 1 Application for Definitive Subdivision Plan 2 Received: Sept. 3,2008 3 Narrative 4 Received: Sept. 3,2008 5 6 cc: Town Departments 7 Applicant 8 Engineer 9 Abutters - 10 Assessor I 6 TO: 1. Gc � FAX # 1 . FROM: Mary, Planning Assistant -a FAX #978-688-9542 - PHONE #978-688-9535 Please sign your name and fill in address of premises affects f 11 . in current date, return same to fax #978-688-9542. Thank you. "REQUEST FOR A CONTINUANCE" NAME: ADDRESS OF PnMISES AFFFFCTED: PHONE NUMBER: AREA CODE:__) "I WISH TO REQUEST A CONTINUANCE UNTIL THE NEXT SCHEDULED PLANNING BOARD MEETING, THEREFORE WAIVE THE TIME CONSTRAINTS FOR ISSUING OF ANY AND/ALL DECISIONS RELATIVE TO ANY/AND ALL PERMITS OF THE PLANNING BOARD FOR THE TOWN OF NORTH ANDOVER, MA. SIGNED BY PETITIO R OR RE NTATIVE: d Signature DATE: 151 fill in current date WCONTINUEANCE FINDING F , t_ TOWN OF NORTH ANDOVER ?008 SEP `0 , ZONING BOARD OF APPEALS NAME: JoHGV ` OF ADDRESS OF APPEAL: t.6(o , Sq Le- 57— 14081"1 Al [0shk00 Time stamp Procedure & Requirements ' '` ' for an Application for a Finding Ten (10) copies of the following information must be STEP 6: SCHEDULING OF HEARING AND submitted thirty 30 days prior to the first public hearing. PREPARATION OF LEGAL NOTICE: Failure to submit the required information within the The Office of the Zoning Board of Appeals schedules time periods prescribed may result in a dismissal by the the applica"r a hearing date and prepares the legal Zoning Board of an application as incomplete. notice for mailing to the parties in interest(abutters) and The information herein is an abstract of more specific for publication in the newspaper. The petitioner is requirements listed in the Zoning Board Rules and notified that the legal notice has been prepared and the Regulations and is not meant to supersede them. The cost of the Party in Interest fee. petitioner will complete items that are underlined STEP 7: DELIVERY OF LEGAL NOTICE TO STEP 1: ADMINISTRATOR PERMIT DENIAL: NEWSPAPER The petitioner applies for a Building Permit and The petitioner picks up the legal notice from the Office receivers a Zoning Bylaw Denial form completed by the of the Zoning Board of Appeals and delivers the legal Building Commissioner. notice to the local newspaper publication. STEP 2: FINDING APPLICATION FORM: STEP 8 PUBLIC HEARING BEFORE THE ZONING Petitioner completes an application form to petition the BOARD OF APPEALS: The petitioner should appear in hislher behalf, or be Board of Appeals for a Fuming. nr. InfOr cation as represented by an agent or attorney. In the absence of required in items 1 through and including 11 shall be any appearance without due cause on behalf of the completed. petitioner, the Board shall decide on the matter by using STEP 3: PLAN PREPARATION: the information it has otherwise received. Petitioner submits all of the required plan information as STEP 9• DECISION: cited in section 10, page 4 of this form. After the hearing, a copy of the Board's decision will be STEP 4: OBTAIN LIST OF PARTIES IN INTEREST: sent to all Parties in Interest. Any appeal of the Board's decision may be made pursuant to Massachusetts The petitioner requests the Assessor's Office to compile General Law ch. 40A§ 17,within twenty(20)days after a certified list of Parties in Interest(abutters). the`decision"is filed with the Town Clerk. STEP 6: SUBMIT APPLICATION: STEP 10• RECORDING THE DECISION AND PLANS. Petitioner submits one (1) original and ten (10)Xerox The petitioner is responsible for recording certification of copies of all the required information to the Town Clerk's the decision and any accompanying plans at the Essex Office to be certified by the Town Clerk with the time County, North Registry of Deeds, 384 Common St., and date of filing. The original will be left at the Town Suite#304; Lawrence MA, 01843 and shall complete the Clerk's Office, and the 10 Xerox copies will be left:with Certification of Recording form and forward it to the the Zoning Board of Appeals secretary. Zoning Board of Appeals and to the Building Department. IMPORTANT PHONE NUMBERS: 978-688-9533 Office of Community Dev. &Services North Andover Town Hall 1600 Osgood St., Bldg. 20, Suite 2-36 120 Main Street North Andover, MA 01845 978-688-9501 Town Clerk's Office 978-688-9542 fax for Community Development offices 978-688-9566 Assessor's Office 978-688-9545 Building Department 978-688-9541 Zoning Board of Appeals Office PAGE 1 of 4 . PAGE 2OF4 NORTH ANDOVER ZONING BOARD OF APPEALS application for a F I N D I N G Please complete all items 1 -11 below: 1. Petitioner: *Name, *Address and telephone number: Joµ N CA µt t_L- l( (a S4(_eA& Si K5 _ Antoo0 &P— MA X179 — k86 — 01/l5- *The petitioner shall be entered on the legal notice and the decision as entered above. 2. Owners of Land: Name, Address, telephone number, and number of years under this ownership: l b6 SA Lot---m ST. R e-,g u--/ 7-/Z 0 S ✓ /(ot4 Sri LSM 10o A-NDo cR AAA nlS -0 // �( Years Owned Land: I u cam 3. Location of Property: a. Street: 166 S4L,,r- M 5T Zoning District: b. Assessors: Map number: 37 1D Lot Number: Z- c. Registry of Deeds: Book Number: Page Number: 4. Zoning Bylaw Section(s)* under which the petition for the Finding is made. S E -P n AJ S A 2TN MASTFA t o L- R l=A4 O V A "Refer to the Zoning Bylaw Denial and Plan Review Narrative form as supplied by the Inspector of Buildings. 5 Describe the Finding request: T41_5 5P&Z/AL Regmrr REOJE5T 15 TD /4L-LOW Fok THE REMUUAL of 365-5-C•kIdS _DF CE55 EAk74 /Y1A7 e_lftL FRom A PRoPoSEn Rest 1 FlV17A U AN/S✓D�t/ t�lI01 WAT lWo(_uEs 1?4E CQh5Tk_1tT7bK) of 7►RE t4EW SW(o(.E FAWLj &&MES ANN -ANEw Z97_11, The above description shall be used for the purpose of the legal notice and decision. A more detailed description is required pursuant to the Zoning Board Rules and Regulations as cited on page 4, section 9 of this application. Failure by the applicant to describe the request clearly may result in a decision that does not address the intent of the applicant. The decision will be limited to the request by the applicant 41 and will not involve additional items not included above. 6 A. Difference from Zoning Bylaw requirements: Indicate the dimension(s)that will not meet current Zoning Bylaw Requirements. (Lines A and B are in case of a lot split) Lot Area Open Space Percentage Lot Frontage Parking Sq. Ft. Sq. Ft. Coverage Feet Spaces Front Side A Side B Rear B. % i I Page 3of4 NORTH ANDOVER ZONING BOARD OF APPEALS application for a FINDING 72 ::.;tia'�e_��....:1'9 3.M ;:urk. v..,......,,.:. i ."...:.ii.z".Fp,.,��'',..;.a'. '^vat-,H ,.�a,.,uw.x.a,,...G '�'w:.'-....�.,;,t '''i°L..�•-�""".s.:,�`,`..s"i.a.:..�''rF+ cv—s' '�-i....�a�^�' .�zr`�'���y.�..,W� x y �t`c-. 6 B. Existing Lot: Lot Area Open Space Percent Lot Frontage Parking Minimum Lot Setback Sq. Ft. Sq. Ft. Coverage Feet Spaces Front Side A Side B Rear t [of-( z5,Dot r---��' C) a r !go 3g' IVA IIA NA H 4 NA Lof Z lon, _ g7 7 ° 20-2--13 ' a� 43! `f5' '7 200 6 C. Proposed Lot(s): Lot Area Open Space Percent Lot Frontage Parking Minimum Lot Setback Sq. Ft. Sq. Ft. Coverage Feet Spaces Front Side A Side B Rear to ZS,000 21,000) 1678 169r _ �fCst 3/.� NR I of 2A 3-1 oq ;t-7, 1 S3 NA (,st PSDae I2 L411+ fa 'A .1 r.. a- ! -4,5--L �r 6 D. Required Lot: (As required by Zoning Bylaw&Table 2) Lot Area Open Space Percent Lot Frontage Parking Minimum Lot Setback Sq. Ft. Sq. Ft. Coverage Feet Spaces Front Side A Side B Rear r t / F 25,4000 iyA Ft A Zo z0 30 7A. Existing Buiiding(s): Ground Floor Number of Height Total Use of Number Square feet Floors Sq.feet Building* of Units** LoiZ 2, 2-403 a q 3 7(. slur-c.E FAA4 t OV, apt.U 1 'Loi I r uN DFV ELO PE-- *Reference Uses from the Zoning Bylaw&Table 1. "State number of units in building(s). 7B. Proposed Building(s): Ground Floor Number of Height Total Use of Number Square feet Floors Sq.feet Building* of Units' :Dr- z 000 _ 4,006 5/N(e c.t PPW/1-11 #9C, 7JC-K- r L.of- 3 1,too 3-,35b slN r�t-i-!;;, c4A.t c.y REsr��uc I L,r-`^ tT�C� �- 33sa S IN r�a= Fam j LY R&-1 A&--Au C& f *Reference Uses from the Zoning Bylaw&Table 1. 'State number of units in building(s). 8. Petitioner and Landowner signature(s): Every application for a Finding shall be made on this form,which is the official form of the Zoning Board of Appeals. Every application shall be filed with the Town Clerk's Office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or.the Zoning Board of Appeals does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements, as cited herein and in the Zoning Board Rules and Regulations may result in a dismissal by the Zoning and of this application as 'complete. Si nature: Type above names} re: ,dw� (�. CAIN t LC, N. i PAGE 4of4 I D F N ING 9. WRITTEN DOCUMENTATION Engineer, Registered Architect, and/or a Registered Application fora Finding must be supported by a legibly Landscape Architect may be required for Major Projects. written or typed memorandum setting forth in detail all facts relied upon.All dimensional requirements shall be *10. C. *Required Features On Plan: clearly identified and factually supported when requesting I) Site Orientation shalt include: a Finding from the requirements of MGLA ch.40A, and 1, north point the North Andover Zoning Bylaws. All points, A-C, are 2. zoning district(s) required to be addressed with this application. 3. names of streets 4. wetlands(If applicable) A. The particular use proposed for the land or structure. 5. abutters of property,within 300' radius B. Fact(s) relied upon to support a Finding that the 6. locations of buildings on adjacent properties proposed extension or alteration shall not be more within 50'from applicants proposed structure substantially detrimental than the existing non- 7. deed restrictions, easements. conforming use. II) Legend &Graphic Aids shall include: C. Address all appropriate details of the Building 1. Proposed features in solid lines &outlined in red Commissioner's denial. 2. Existing features to be removed in dashed lines 3. Graphic Scales 4. Date of Plan 10. PLAN OF LAND 5. Title of Plan 6. Names addresses and phone numbers of the Each application to the Zoning Board of Appeals shall be applicant, owner of record, and land surveyor. accompanied by the following described plan(s). Plans 7. Locus. must be submitted with this application to the Town Clerk's Office and ZBA secretary at least thirty(30) days 10. D. Minor Projects prior to the public hearing before the Zoning Board of Minor projects, such as decks, sheds, and garages, appeals. shall require only the plan information as indicated with A set of building elevation plans by a Registered an asterisk(*). In some cases further information may 'Architect may be required when the application be required involves new constructioniconversion/andior a proposed change in use. 11. APPLICATION FILING FEES 10. A. Major Projects 11.A. Notification fees:Applicant shall provide a check j or money order to:"Town of North Andover"for the cost Major projects are those which involve one of the of first class, certified, return receipt x#of all parties in following whether existing or proposed: interest identified in MGLA ch. 40A§11 on the abutter's I)five.(5)or more parking spaces, list for the legal notice postage check. Also, the II)three(3)or more dwelling units, applicant shall supply first class postage stamps x the# III) 2,000 square feet of building area. of parties of interest on the abutter's list for the decision Major Projects shall require, in addition to the 10B. & mailing. 9 10 C.features, that the plans show detailed utilities, soils, and topographic information. 11. B. Mailing labels:Applicant shall provide four(4) sets of mailing labels no larger than 1"x2-5/8" (3 copies *10. B.*Plan Specifications: for the Legal mailing and one copy for the Decision 1) size of plan: Ten (10 ) paper copies of a mailing). plan not to exceed 11"x17", preferred scale of 1"=401. 11. C. Applicant shall provide a check or money order II) One(1) Mylar,with one block for Registry to: "Town of North Andover" per 2005 Revised Fee Use Only, and one block for five (5)ZBA signatures and Schedule. date.. III) Plan shall be prepared, stamped and certified by a Registered Professional Land Surveyor. Please note that plans by a Registered Professional Please time stamp both copies and return one copy to Mary Ippolito. Thank you. TO: `��z �� �c� l l FAX # FROM: Mary, Planning Assistant FAX #978-688-9542 - PHONE #978-688-9535 Please sign your name and fi11 in address of premises affected, fill in current date, return same to fax #978-688-9542. Thank you. "REQUEST FOR A CONTINUANCE" NAME: � Ot+N P. CANti.c. ADDRESS OF PREMISES AFFECTED: ` =` s PHONE NUMBER: AREA CODE:_( 5 1 S ) 88Cv— Of 18 "I WISH TO REQUEST A CONTINUANCE UNTIL THE NE*T -F SCiffAXIEMPLANNING BOARD MEETING, THEREFORE WAIVE THE TIME CONSTRAINTS FOR ISSUING OF ANY AND/ALL DECISIONS RELATIVE TO ANY/AND ALL PERMITS OF THE PLANNING BOARD FOR THE TOWN OF NORTH ANDOVER, MA. SIGNED BY PETITIONS OR REPRES TATIVE: I C Ignature DATE: b6c 6A . 07 do8 fill in current date WCONTINUEANCE Earthworks Special Permit for 166 Salem Street A. The particular use proposed for the land or structure: The subject parcel is located at 166 Salem Street. The land currently contains a house with outbuildings on a 2.3 acre lot and a recently created undeveloped 25,000 square foot lot. The assessor's reference for the parcel is Map 37D,Lot 21. The deed for the property is recorded in the North Essex Registry of Deeds Book 10952,Page 185. The owner of the property, and the applicant for the Special Permit,is 166 Salem Street Realty Trust. "The Captain Nathaniel Berry Homestead" Subdivision will consist of the construction of a 292 foot long residential street and three new single-family homes. B. Facts relied upon to support a Finding that the proposed extension or alteration shall not be more substantially detrimental than the existing non-conforming use: The earthworks required to construct the subdivision will result in an excess volume of 3,655 cubic yards of earth material that will have to be removed from the site. Since the volume of earth materials to be removed is between 1,000 and 5,000 cubic yards, a Special Permit is required under Section 5.6 of the Zoning Bylaw. The total area of land to be disturbed will be 2.10 acres. This is less than the 5 acre maximum allowable active development area. The entire 2.10 acres to be disturbed will be the active development area. The accompanying Earthworks Special Permit Site Plan depicts the existing and proposed conditions of the site,and includes the locations of the proposed improvements,the proposed grading plan,the proposed limit of work,the location of proposed sedimentation control, and calculations describing the volumes of earth materials to be moved on and off the site. C. Address all appropriate details of the Building Commissioner's denial: Not applicable Plans prepared by Christiansen&Sergi and attached for this Special Permit Application: Earthworks Special Permit Site Plan, "The Captain Nathaniel Berry Homestead", dated 9/3/08 Cut&Fill Plan, "The Captain Nathaniel Berry Homestead" dated 9/3/08 ling 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." Subject Property: MAP PARCEL Name Address 37.1) 21 Ryan Cahill,Trustee 166 Salem Street,North Andover,MA.01845 Abutters Properties 166 Salem Street Realty Trust Mao Parcel Name Address 37.D 1 Mary Hart 226 Salem Street,North Andover MA 01845 37.D 44 Michael Collins 224 Salem Street,North Andover MA 01845 37.D 23 Arnold Stork 222 Salem Street,North Andover MA 01845 37.D 22 Kieth Mitchell 188 Salem Street,North Andover MA 01845 37.D 45 Nancy Pace 150 Salem Street,North Andover MA 01845 37.D 19 Peter Devlin 175 Salem Street,North Andover MA 01845 37.D 18 Ridgewood Cemetery PO Box 22,North Andover MA 01845 37.D 40 Ellen Florino 163 Salem Street,North Andover MA 01845 37.D 48 Timothy Maynard 60 Leanne Drive,North Andover,MA 01845 37.D 28 Lee Knowles 151 Salem Street,North Andover MA 01845 37.D 20 Charles Trafton 137 Salem Street,North Andover MA 01845 37.0 14 Elke Ehrig 177 Great Pond Road,North Andover MA 01845 37.0 17 Mary Hart 226 Salem Street,North Andover MA 01845 37.0 18 CMTF Limited Partnership 881 East Street.Tewksbury,MA 01876 This certifies that the names appearing on the records of the Assessors frii as of p Certified by ate P \ \ \ 40 - - , 0 40 80 FT SCALES 1 " = 40' \ voO 'CP ASH \ \\ \ \ / ui HOUSE ~,\ " � .2 \MAPLE ,#150 6MAPLE 18 MAPLE �► IT ,12" CBL CAK I 12 MAPLE MAPLE 00 00 QUAD. MAPLE ` \ } I N o 6 r8 MAX. FILL 6.0' w TQP #ND 226 J \ 1 N � \ 225.Q �; LOt\ 9A — \ , MAPLE I \ \ E \ HOUSE BEECH —- '' e , A FJ r \ #166 IL TOP FND. l — 226.08 226 \ \` T 1—A 3 N � x a._ ,. r Gi 0 MAPLE � I LE /, 36" MAPLE l HOUSE #188 24' MAPLE I 1 „ 2 AP LE - 24 Nl FLE N KEY w m. =„ m LIMIT OF GRADING - // 216- ` AREA OF FILL (DEEPER COLOR - HIGHER FILL) AREA OF CUT (DEEPER COLOR = DEEPER CUT) CUT & DILL PLAN FOR THE CAPTAIN NATHANIEL BERRY HOMESTEAD LOCATED AF 166 SALEM STREET IN NORTH ANDOVER, MASS. SCALE.' 1" = 40' DATE: SEPTEMBER 3, 2008.- C 008:tr H(C/s T/A NS-EN r& SERGI PROLAND/SURVfYORtSNE£RS 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 02008 BY CHR/5TlANSEN & SMI INC. DWG, N0. 97039008 EARTHWORKS f � Form C Application For Definitive Subdivision Approval °?Q _3 f � Received; Town of North Andover Town Clerk(D § MASS. AS+..J�.ta f..rf rV•t. 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 apart 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: John Cahill Address: 166 Sale Street ,, No. A dover , MA Signature of Applicant o T 1 I wy 2. Name of Subdivision: e Captain Nathaniel Berry Homestead" - 3. Location and Description of Property[include Assessor's Map&Lot and Zoning District(s)]:- Address of Property Being Affected: 16 6 S a 1 e in S t r e e t Zoning District: R 4 Assessors: Map#: 3 7 D Lot# 21 4. Deed Reference: Book. -;10952, Page 185 and/or Certificate of Title No. 5. Name of Surveyor/Engineer: Christiansen & Sergi , Inc. Address: 160 Summer Street , Haverhill , MA 01830 Easements&Restrictions of Record(Describe&Include Deed References) 6. Preliminary Plan Submitted? k 0 Plan a prove ;Date: Signature of Owner(s): . Address: 166 Salem S _, No. Andover Received: Town of North Andover Tour Clerk(date stamp): Signature of Town Official receiving this application: CHRISTIANSEN & SERGI, ENC. PROFESSIONAL ENGINEERS AND LAND SURVEYORS i60 SUMMER STREET,HAVERHILL,MA 01830-6318 (978)373-0310 FAX:(978)372-3960 August 21,2008 North Andover Planning Board 1600 Osgood Street, Building 20 South North Andover, MA 01845 Re: Definitive Subdivision Application And Watershed Special Permit Application The Captain Nathaniel Berry Homestead; Assessor Map 37D,Parcel 21 Applicant: John Cahill Dear Board Members: Please find attached an Application for a Definitive Subdivision of Land of John Cahill, referenced above consisting of the following: - Two copies of Form C, as stamped by the Town Clerk. - Nine copies of the following: a: ,"Definitive Subdivision Plan for The Captain Nathaniel Berry Homestead located in North Andover Massachusetts"as prepared by Christiansen and Sergi, Inc.;dated July 23,2008. 3 sets @ 40' scale, 6 @ half size b: Written documentation consisting of response to Regulations 5.1.5 through 5.1.10 and 5.1.13. (Includes deed, certified abutter list and engineers certification.)and Checklist for Definitive Subdivision c: Stormwater Management Report - Completed Form L - Checks for Filing Fee of The Base fee is$275 plus 4 lots @ $300= $1475 The Project review fee is $4000 An Application for aWatershed Special Permit consisting of- Nine fNine copies of the application form,written documentation as requested and a plan entitled: Watershed Special Permit Site Plan,as prepared by Christiansen& Sergi, dated August 8,2008. - Filing Fee check for$100. Project review fee included in above. Two complete sets of self addressed, stamped envelopes for all abutters plus an additional 22 first-class postage stamps as required. A complete copy of this application has been sent to: Vanasse,Hangin,Brustlin,Inc., Attn: Tim McIntosh, 101 Walnut Street, Watertown,MA 02471. The applicant requests that these two applications be reviewed jointly. V 'y s P i Christiansen 1' p b 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.townofnoithandover.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 I"=40'& Submit 12 copies of plan 11"x 17". l.North Arrow/Location Map 1 2.Survey of the Lot/Parcel ©' 2 3. Name/Description of Project 3 4. Easement/Legal Conditions 4 5. Topography 5 6. Zoning Information 6. i NOT WAIVER REQUIREMENTS ON PLAN APPLICABLE REQUESTED EXPLANTION 7. Storm Water Drainage Plan n 7. 8. Building(s) location 8. 9. Building elevation 9. 10. Location of Parking/Walkways 10. k, - I I.Location of Wetlands ®/ 11. A/0 We-rt-ANDS p 1 F 12. Location of Walls/Signs R� 12. 13.Location of Roadways F1 13. 14. Outdoor Storage/Display Area 14. 15. Landscaping Plan 15. , #G-_ 16.Refuse Areas 16. 17.Lighting Facilities El 17. 18.Drainage Basin Study E 18. 19. Traffic Impact Study El Q' 19. NOT pe'Q014,&D .6- l_o7, 20. Commonwealth Review ❑ [A-,, El 20. NOT RJp-,,je&D 21. Utilities � 1 11 21. 22.Fiscal Impact El El 22. N07` 23. Communit ImpactEi 23. Nor RC W c RED c- 5 "?-S g U Signature of person pre ng the Checklist Tor a Definitive Subdivision. } CHRISTIANSEN & SERGI, INC. PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET, HAVERHILL,MA 01830-6318 (978)373-0310 FAX:(978)372-3960 DEFINITIVE SUBDIVISION WRITTEN DOCUMENTATION THE CAPTAIN NATHANIEL BERRY HOMESTEAD IN NORTH ANDOVER, MASSACHUSETTS r PREPARED FOR: JOHN CAHILL 166 SALEM STREET NORTH ANDOVER, MASSACHUSETTS 01846 AUGUST 11,2008 In accordance with Section 5.1 Application procedure for a Definitive Subdivision, the following information is provided.: 5.1.4 Filina Fees: The Base fee is $275 plus 4 lots @ $300 = $1475 The Project review fee is $4000 5.1.5 Site Evaluation Statement The subject parcel is located at 166 Salem Street and comprises the "The Captain Nathanial Bevy Homestead" Subdivision. The proposed 4 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 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"The Captain Nathaniel Berry Homestead" in North Andover,MA" dated August 11, 2008 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 R ' s Governing the Subdivision of Land. ,�pyTH OF��s9 �y cHR�sr�ANseN m -� 0 'I' G. ristiansen a� OTEW8 Q Dat WAN °CiryAL 3 3 Fie j75" R...... .__ =wi~3rogD,flo: i MASSACHUSETTS QUITCLAIM DEED We,Lewis J.Jones and Beverly M.Jones,Trustees of the.cones Realty Trust under a Declaration of Trust dated January 12,2002 and recorded with Essex North District Registry of Deeds in Book 6625 Page 145,both of North Andover,Essex County,Massachusetts, in consideration of One Million Three Hundred Thousand and 401100($1,300,004.00)Dollars grant to R 'll, of the 166 Salem Street Realty Trust under Declaration of Trust dated C? 2007 and recorded herewith, of 166 Salem Street, North mover, 1845 with quitclaim covenants . pawn art�,ifa�r] PROPERTY ADDRESS: 166 Salem Stre4 North Andover,MA 01$45 That cet da parcel of land with the buildings thereon,situated on the northerly side of Salem Street in North Andover,Essex County,Massubwetts,and being shown as Lot B on a plan of land entitled,"Plan of Land in North Andover,Mass.Drawn for Lewis Jones 166 Salem Street,North Andover,MA 01845 Scale. 11-40'Date June 9, 1999 Merrimack Engineering Services 66 Park Street Andover,Massachusetts 01810",which plan is recorded with Essex North District Registry of Deeds as Plan Number 13511,and reference may be had to said plan for a more particular description. f Bk 10952 Pg 186 #31305 Lot B contains 125,895 upme feet which equals 2.89 acne,according to said pian. Being the same premises conveyed to the Grantor Trustees by deed of Lewis J.Jones and Beverly A Jones dated January 12,2002,and recorded with Essex North District Registry of Deeds in Book 6625 Page 112. The Truster herein,hereby certify that they are the only Trustees of said Trust,that said Trust is still in full force and effect,that said Trust has not been altered,amended or revoked, and that this cowvyance has been authorized by 100%of the beneficiaries of said Trust -2- Bk 10952 Pg 187 #31305 Signed this 26th day of Oct. -,2007. Jones Realty Trust By. j .Jon Q11 A By. Beverly M.J COMMONWEALTH OF MASSACHUSETTS Essex,ss. On this 26th day of Oct. 2007,before me the undetsignel notary public, personally appeared Lewis J.Jones,Trustee as afotesaid,proved through satisfacto °f identification,which was,MA Driver's License,to be the person whose name' on this document,and acknowledged to. e si it untarily for its a � i : x Philip F Sullivan,Notary Public My comamiWon expires:Oct. 1,2010 COMMONWLALTR OF MASSACHUSETTS Essex,ss. . On this 26th day of Oct. ,2007,before me the undersigned notary public, personally appeared Beverly M.Jones,Trustee w aforesaid,proved through satisfactory evidence of identification,which was,MA Driver's Luse,to be the person whose name is signed above on this document,and acknowledged to me that she signed it voluntarily fo ' stated purpose. F,.43UtL/ ZAp• '9y a, Philip .Sullivan,Notary Public My commission expim:Oct. 1,2010 1 �G -3- a ling 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." - Subject Properiv: MAP PARCEL Name Address 37.D 21 Ryan Cahill,Trustee 166 Salem Street,North Andover,MA.01845 166 Salem Street Realty Trust Abutters Properties Map Parcel Name Address 37.D 1 Mary Hart 226 Salem Street,North Andover MA 01845 37.D 44 Michael Collins 224 Salem Street,North Andover MA 01845 37.D 23 Arnold Stork 222 Salem Street,North Andover MA 01845 37.D 22 Kieth Mitchell 188 Salem Street,North Andover MA 01845 37.D 45 Nancy Pace 150 Salem Street,North Andover MA 01845 37.D 19 Peter Devlin 175 Salem Street,North Andover MA 01845 37.D 18 Ridgewood Cemetery PO Box 22,North Andover MA 01845 37,D 40 Ellen Florino 163 Salem Street,North Andover MA 01845 37.D 48 Timothy Maynard 60 Leanne Drive,North Andover,MA 01845 37.D 28 Lee Knowles 151 Salem Street,North Andover MA 01845 37.D 20 Charles Trafton 137 Salem Street,North Andover MA 01845 37.0 14 Elke Ehrig 177 Great Pond Road,North Andover MA 01845 37.0 17 Mary Hart 226 Salem Street,North Andover MA 01845 37.0 18 CMTF Limited Partnership 881 East Street.Tewksbury,MA 01876 This certifies that the names appearing on the records of the Asse sors 5fri as of Certified by6ate .P CHRISTIANSEN & SERGI, INC. ' PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET, HAVERHILL,MA 01830-6318 (978)373-0310 FAX:(978)372-3960 1 STORMWATER. MANAGEMENT REPORT ' FOR "THE CAPTAIN NATHANIEL BERRY HOMESTEAD" IN NORTH ANDOVER, MASSACHUSETTS 1 PREPARED FOR: 166 SALEM STREET RE TY TRUST DATE: AUGUST 5, 2008 OF _ �{ro to N v E 'F Y Stormwater Ma agement Report for "The Captain Nathaniel Berry omestead",North Andover, Mass, I dex I Introduction ' II Hydrologic Analysis III Soils Analysis IV Sediment Forebay Sizing alculations ' V Operation and Maintenan a Plan i I ' Stormwater Management Report for g p "The Captain Nathaniel Berry Homestead",North Andover,Mass, 1) Introduction ' The "The �'y Captain Nathaniel Be Homestead" Subdivision will consist of the p construction of a new residential street and two new single-family house lots on 2.9 acres of land located at 166 Salem Street in North Andover. The land currently contains a house with outbuildings on a 2.3 acre lot and a second undeveloped 25,000 square foot lot. A proposed 292-foot long roadway(Lydia Lane) will provide street frontage and 1 access for the 2 new lots. The stonnwater management system considers the impacts of the new road and all of the proposed construction on the site(i.e. the three new houses and the expansion/modification of the existing house and driveway). ' Ther p oposed 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 and direct it into a detention/infiltration basin located at the north end of the project site. The detention/infiltration basin has been designed to infiltrate all of the runoff that will be generated from storms up to the 10-year event into the ' underlying soils. For greater intensity storms, such as the 100-year event, a portion of the runoff will discharge over an outlet weir and flow off of the site to the north. Roof runoff ' will be recharged into the groundwater through the installation of roof runoff drywells for all of the new houses. The detention/infiltration 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. A Runoff Treatment Train diagram is provided on the following page. ' 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 1 Massachusetts Department of Environmental Protection's Stormwater Management Standards. RUNOFF TREA TMENT TRAIN ' STREET DRIVEWAY ROOF RUNOFF RUNOFF RUNOFF i DEEP SUMP VEGETATED OVERFLOW INFILTRATION ' HOODED BUFFER tet- — — — - CATCH (LWN) AREA A BASIN SEDIMENT ' FOREBAY GROUND WATER RECHARGE DETENTION/ VEGETATED INFILTRATION BUFFER BASIN (UNDISTURBED \�`F AREAS) O� RIP-RAP LEVEL SPREADER ' GROUND PROPERTY WATER BORDERS RECHARGE I ' ' Section 11: Hydrologic Analysis 1 1 1 1 Stormwater Management Report for "The Captain Nathaniel Berry Homestead", North Andover,Mass, 11) 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 1, 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 flow off-site in three distinct flow directions. Figure 1: Plan of Existing Drainage Conditions ' shows the boundaries and flow directions of the drainage subcatchments, as follows: Subcatchment 1 is the portion of the project site that contributes runoff ' southward towards Salem Street. Subcatchment 2 is the portion of the project site that contributes runoff towards ' the abutting properties to the east. Subcatchment 3 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: Subcatchment 1 has been reduced in size from 1.39 acres to 0.905 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 Salem Street. Subcatchment 2 has been reduced in size from 0.50 acres to 0.33 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 properties to the east. Subcatchment 3 has been further divided into Subcatchments 3.1 through 3.6. Subcatchments 3.1 through 3.4 are the portions of the project site that contribute runoff ' g P P J to Catch Basins 1 through 4, respectively. Subcatchment 3.5 is the portion of the project site that contributes runoff directly into the proposed detention/infiltration basin by ' overland flow. Subcatchment 3.6 is the portion of the project site that will continue to flow toward the abutting property to the north with no flow controls. ' The proposed roof areas have been separated out from the drainage areas in which they lie in order to model the roof runoff infiltration areas on each of the lots. ' Subcatchments R-1 through R-4 are the proposed new roof areas on Lots 1 through 4, respectively. The runoff from these areas will be collected by gutters and downspouts and discharged into the proposed roof runoff drywells in the yards. Any overflow from ' the drywells during extreme events is added to the runoff totals of the underlying Subcatchments. ' The mitigating effects of the detention/infiltration basin and roof runoff drywells will keep the combined post-development peak runoff rates from Subcatchments 3.1 through 3.6 equal to or less than pre-development peak rates for to the north. ' The results of the hydrologic anal sis are summarized in the following table. It Y g should be noted that the overall peak runoff rates and total runoff volumes to each of the ' three offsite flow directions will be decreased under post-development conditions. TABLE 1: SUMMARY OF HYDROLOGIC ANALYSIS South (Su catchment 1) East(Su catchment 2) North Subcatchment 3) Peak Total Peak Total Peak Total ' Rate Volume Rate Volume Rate Volume CFS Acre-Feet (CFS) Acre-Feet (CFS) (Acre-Feet 1-Year Existing 0.43 0.045 0.04 0.008 0,04 0.013 ' Storm Proposed 0.34 0.032 0.03 0.005 0.02 0.005 2-Year Existing 0.92 0.079 0.14 0.017 0.16 0.029 ' Storm Proposed 0.70 0.055 0.09 0.011 0.07 0.012 10 Year Existing 2.37 0.178 0.56 0.045 0.88 0.085 Storm Proposed 1.95 0.124 0.38 0.031 0.42 0.035 ' 100 Year Existin 4.85 0.349 1.35 0.098 2.37 0.195 Storm Pro osed 3.76 0.243 1.16 0.070 1.98 0.148 The exfiltration rate used in the calculations for the detention/infiltration basin is 7.5 inches per hour over the bottom area of 2,040 square feet, or a rate of 0.35 cfs. The exfiltration rate used in the calculations for the roof runoff infiltration areas is 7.5 inches per hour over the bottom area of the drywells. The 7.5 inches per hour rate is based on one-half of the slowest measured infiltration rate recorded during soil testing on the site. Infiltration rates were measured using a double ring infiltrometer. Five tests were performed at various depths and the rates ranged from 15 to 21 inches per hour. The results and locations of the test pits and infiltration tests performed on the site are included on Sheet 2 of the Definitive Subdivision Plan. ' The HydroCAD drainage diagrams and calculation/data sheets for the analysis of the 1, 2, 10, and 100-year storms for existing and post-development conditions are included to support the results of the analysis. The order of presentation of the calculation/data sheets is as follows: ' Page 1 Existing Conditions: Drainage Diagram Pages 2 - 4 Existing Conditions: i-Year Storm Pages 5 - 7 Existing Conditions: 2-Year Storm Pages 8 - 10 Existing Conditions: 10-Year Storm Pages 11 13 Existing Conditions. I00-Year Storm Page 14 Proposed Conditions: Drainage Diagram ' Pages 15 - 28 Proposed Conditions: I-Year Storm Pages 29 -42 Proposed Conditions: 2-Year Storm Pages 43 - 56 Proposed Conditions: 10-Year Storm ' Pages 57-70 Proposed Conditions: 100-Year Storm FIGURE / EXISTING .DRAINAGE \, \ \ CONDITIONS SCALE: 1 " = 60' NORTH \\ ' \ \ ao m Zfli�UFST\Fbow\ � PATH\�T➢� \ \\\ \\ \\ \\ \ \\\ \\\ ate\ \\ \ \ aos SUB ATCHMFNT r \ i \ ' N I tl Ir tr \BOUN ARY (TYP.) —226 \ \\ I \ ' EAST N + UP\ SSI f N \ \ l+ #1388 220 SOUTH' \ /UP 220 — — f #1389 —278-_ 2116 278--216 _ N r oP m I i UP \ + I #1390 FIGURE 2: PROPOSED DRAINAGE CONDITIONS SCALE: 1 " = 60' v�v vv .000, [NORTH 'vv �01 224 \ \ \ \ s• 3.5 216 1 V ' \ �IV 00 R 126 \ LOT`\2A \ N ��� EAST o, j p 3.1 N IT IA LO \ \\ O \ \\ 1\ ! \ \ . sj. _ 21 A ry R l UP 26 120 � o / SOUTH j 138 —218--21• N tr M I � UP I I .41390 j 1C2 ( 3) South East North I11 \Subcat% Reach on (jnk Drainage Diagram for 166 Salem Street,Existing Conditions ., Prepared by Christiansen&Sergi, Inc., Printed 8/5/2008 w` HydroCAD®8.50 s(n 001057 02007 HydroCAD Software Solutions LLC 166 Salem Street, Existing Conditions Type !1124-hr 1 Year Storm Rainfall=2.50° Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAM 8.50 s/n 001057 @2007 H droCAD Software Solutions LLC Pacie 2 Time span=0.00-36.00 hrs, dt=0.01 hrs,3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1: South Runoff Area=60,560 sf 19.42% Impervious Runoff Depth=0.39" Flow Length=210' Tc=6.2 min CN=68 Runoff=0.43 cfs 0.045 of Subcatchment 2: East Runoff Area=21,735 sf 0.00% Impervious Runoff Depth=0.20" Flow Length=190' Tc=5.6 min CN=61 Runoff=0A4 cfs 0.008 of Subcatchment 3: North RunofArea=49,176 sf 0.33% Impervious Runoff Depth=0.13" Flow Length=160' Tc=8.6 min CN=58 Runoff-0.04 cfs 0,013 of ' Total Runoff Area 3.018 ac Runoff Volume=0.066 of Average Runoff Depth=0.26" 90.93%Pervious=2.744 ac 9.07%Impervious=0.274 ac t t 1 166 Salem Street, Existing Conditions Type 111 24-hr I Year Storm Rainfall=2.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 HydroCAD Software Solutions LLC Page 3 ' Summary for Subcatchment 1: South Runoff = 0.43 cfs @ 12.12 hrs, Volume= 0.045 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" ' Area (sf) CN Description 11,759 98 Paved parking & roofs ' 48,801 61 >75% Grass cover, Good, HSG B 60,560 68 Weighted Average 48,801 Pervious Area ' 11,759 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 50 0.0250 0.16 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 1.0 160 0.0350 2.81 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 6.2 210 Total Summary for Subcatchment 2: East Runoff = 0.04 cfs @ 12.33 hrs, Volume= 0.008 af, Depth= 0.20" iRunoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50° Area (sf) CN Description 1,776 55 Woods, Good, HSG B 19,959 61 >75% Grass cover, Good, HSG B ' 21,735 61 Weighted Average 21,735 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.17 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.7 140 0.0550 3.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.6 190 Total Summary for Subcatchment 3: North Runoff = 0.04 cfs @ 12.45 hrs, Volume= 0.013 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 1 Year Storm Rainfall=2.50" 166 Salem Street, Existing Conditions Type ll/24-hr 9 Year Storm Rainfall=2.50° ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 D 2007 H droCAD Software Solutions LLC Page 4 ' Area (sf) CN Description 164 98 Paved parking & roofs 28,511 55 Woods, Good, HSG B ' 20,501 61 >75% Grass cover,Good, HSG B 49,176 58 Weighted Average 49,012 Pervious Area ' 164 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 110 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.6 160 Total 166 Salem Street, Existing Conditions Type 11124-hr 2 Year Storm Rainfall=3.10" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 HydroCAD Software Solutions LLC page 5 ' Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment 1: South Runoff Area=60,560 sf 19.42% Impervious Runoff Depth=0.68" Flow Length=210' Tc=6.2 min CN=68 Runoff=0.92 cfs 0.079 of ' Subcatchment 2: East Runoff Area=21,735 sf 0.00% Impervious Runoff Depth=0.40" Flow Length=190' Tc=5.6 min CN=61 Runoff=0.14 cfs 0.017 of Subcatchment 3: North Runoff Area=49,176 sf 0.33% Impervious Runoff Depth=0.31" Flowtength=160' Tc=8.6 min CN=58 Runoff=0.16 cfs 0.029 of ' Total Runoff Area=3.018 ac Runoff Volume=0.124 of Average Runoff Depth=0.49" 90.93%Pervious=2.744 ac 9.07%Impervious=0.274 ac 166 Salem Street, Existing Conditions Type ///24-hr 2 Year Storm Rainfall=3.90" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCADC 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1: South Runoff = 0.92 cfs @ 12.11 hrs, Volume= 0.079 af, Depth= 0.68" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.10" Area (sf) CN Description 11,759 98 Paved parking & roofs 48,801 61 >75% Grass cover, Good, HSG B 60,560 68 Weighted Average 48,801 Pervious Area 11,759 Impervious Area ' Tc Length Slope lope Velocity Capacity Description min _(feet) (ft/ft) (ft/sec) (cfs) ' 5.2 50 0.0250 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.0 160 0.0350 2.81 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 6.2 210 Total Summary for Subcatchment 2: East Runoff = 0.14 cfs @ 12.12 hrs, Volume= 0.017 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.10" ' Area (sf) CN Description 1,776 55 Woods, Good, HSG B 19,959 61 >75% Grass cover, Good, HSG B 21,735 61 Weighted Average 21,735 Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.7 140 0.0550 3.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' 5.6 190 Tota( Summary for Subcatchment 3: North ' Runoff = 0.16 cfs @ 12.32 hrs, Volume= 0.029 af, Depth= 0.31" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.10" 166 Salem Street, Existing Conditions Type ///24-hr 2 Year Storm Rainfall=3.10" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCADV 8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC Pape 7 Area (sf CN Description 164 98 Paved parking & roofs 28,511 55 Woods, Good, HSG B 20,501 61 >75% Grass cover, Good, HSG B 49,176 58 Weighted Average 49,012 Pervious Area 164 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.0 110 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv 5.0 fps 8.6 160 Total 966 Salem Street, Existing Conditions Type///24-hr 90 Year Storm Rainfall=4.50" ' Prepared by Christiansen &Sergi, Inc. Printed 8/5/2008 HydroCADV 8.50 s/n 001057 @2007 H droCAD Software Solutions LLC Page 8 Time span=0.00-36.00 hrs,dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Ston-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment 1: South Runoff Area=60,560 sf 19.42% Impervious Runoff Depth=1.53" Flow Length=210' Tc=6.2 min CN=68 Runoff-2.37 cfs 0.178 of Subcatchment 2: East Runoff Area=21,735 sf 0.00% Impervious Runoff Depth=1.08" Flow Length=190' Tc=5.6 min CN=61 Runoff-0.56 cfs 0.045 of ' Subcatchment 3: North Runoff Area=49,176 sf 0.33% Impervious Runoff Depth=0.90" Flow Length=160' Tc=8.6 min CN=58 Runoff=0.88 cfs 0.085 of ' Total Runoff Area=3.018 ac Runoff Volume=0.308 of Average Runoff Depth=1.22" 90.93%Pervious=2.744 ac 9.07%Impervious=0.274 ac ill 166 Salem Street, Existing Conditions Type 11124-hr 10 Year Storm Rainfall=4.50" ' Prepared by Christiansen& Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC Page g Summary for Subcatchment 1: South Runoff = 2.37 cfs @ 12.10 hrs, Volume= 0.178 af, Depth= 1.53" Runoff by SCS TR-20 method, UH--SCS, Time Span- 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 11,759 98 Paved parking & roofs ' 48,801 61 >75% Grass cover, Good, HSG B 60,560 68 Weighted Average 48,801 Pervious Area 11,759 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) t5.2 50 0.0250 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.0 160 0.0350 2.81 Shallow Concentrated Flow, t Grassed Waterway Kv= 15.0 fps 6.2 210 Total ' Summary for Subcatchment 2: East Runoff = 0.56 cfs @ 12.10 hrs, Volume= 0.045 af, Depth= 1.08" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" ' Area (sf) CN Description 1,776 55 Woods, Good, HSG B 19,959 61 >75% Grass cover, Good, HSG B 21,735 61 Weighted Average 21,735 Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) . 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.7 140 0.0550 .3.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.6 190 Total Summary for Subcatchment 3 North ' Runoff = 0.88 cfs @ 12.14 hrs, Volume 0.085 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10 Year Storm Rainfall=4.50" 166 Salem Street, Existing Conditions Type 11124-hr 10 Year Storm Rainfal1=4.50° ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAD®8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC Page 10 ' Area (sf) CN Description 164 98 Paved parking & roofs 28,511 55 Woods, Good, HSG B 1 20,501 61 >75 Grass cover, Good HSG B 49,176 58 Weighted Average 49,012 Pervious Area 164 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.0 110 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.6 160 Total 166 Salem Street, Existing Conditions Type ///24-hr 900 Year Storm Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 OO 2007 HydroCAD Software Solutions LLC Page 11 Time span=0.00-38.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment 1: South Runoff Area=60,560 sf 19.42%Impervious Runoff Depth=3.01" Flow Length=210' Tc=6.2 min CN=68 Runoff=4.85 cfs 0.349 of Subcatchment 2: East Runoff Area=21,735 sf 0.00% Impervious Runoff Depth=2.35" Flow Length=190' Tc=5.6 min CN=61 Runoff--1.35 cfs 0.098 of Subcatchment 3: North Runoff Area=49,176 sf 0.33%Impervious Runoff Depth=2.08" Flow Length=160' Tc=8.6 min CN=58 Runoff=2.37 cfs 0.195 of Total Runoff Area=3.018 ac Runoff Volume=0.642 of Average Runoff Depth =2.55" 90.93%Pervious =2.744 ac 9.07%Impervious=0.274 ac I 166 Salem Street, Existing Conditions Type Ili 24-hr 900 Year Storm Rainfall=6.50 ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 H droCAD Software Solutions LLC Page 12 ' Summary for Subcatchment 1: South Runoff = 4.85 cfs @ 12.09 hrs, Volume= 10.349af, Depth= 3.01" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs dt= 0.01 hrs P , Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description 11,759 98 Paved parking & roofs 48,801 61 >75% Grass cover, Good, HSG B 60,560 68 Weighted Average 48,801 Pervious Area 11,759 Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 5.2 50 0.0250 0.16 Sheet Flow, Grass: Short n= 0.150 P2=3.10" 1.0 160 0.0350 2.81 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 6.2 210 Total ' Summary for Subcatchment 2: East Runoff = 1.35 cfs @ 12.09 hrs, Volume= 0.098 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type 11124-hr 100 Year Storm Rainfall=6.50" ' Area (sf) CN Description 1,776 55 Woods, Good, HSG B ' 19,959 61 >75% Grass cover, Good, HSG B 21,735 61 Weighted Average 21,735 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.17 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.7 140 0.0550 3.52 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.6 190 Total Summary for Subcatchment 3: North ' Runoff = 2.37 cfs @ 12.13 hrs, Volume= 0.195 af, Depth= 2.08 Runoff by SCS TR-20 method,UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50 166 Salem Street, Existing Conditions Type //124-hr 100 Year Storm Rainfall=6.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 H droCAD Software Solutions LLC Paye 13 Area (sf) CN Description 164 98 Paved parking & roofs 28,511 55 Woods, Good, HSG B 20,501 61 >75% Grass cover, Good, HSG B 49,176 58 Weighted Average 49,012 Pervious Area ' 164 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 110 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.6 160 Total R1 r-�- Cj' R4 2 ' Ro f 1 So th Rof4 Est Z�F21` T 1 R Roof Runoff Infiltration South Total Roof Runoff Infiltration �. 2 Area 1 Area 4 East Total T.3 (3.6\� No otal ' North Roof Runoff Infiltration Roof 3 Area 3 ' R2` ' Roof 2 3.5 Roof Runoff In ltration Detention nfiltration Area Contributing to Area 2 B sin Infiltration Basin 3.3 --v 3.4 Area Contributing to Catch Basin#3 D B Catch Basin#4 Area Contributing to Catch Basin#3 Catch Basin#4 f 3.1 -� cs 1 -- MHA Q--- GB Q---- 3.2 Area Contributing to Catch Basin#1 DMH A Catch Basin#2 Area Contributing to ' Catch Basin#1 Catch Basin#2 �Subcatr {Reach on .ink Drainage Diagram for 166 Salem Sheet,Proposed Conditions Prepared by Christiansen&Sergi, Inc., Printed 8/5/2008 HydtoCAD®8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC 166 Salem Street, Proposed Conditions Type 11124-hr ? Year Storm Rainfall=2.50" t Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 roCAD�8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC Page 15 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Scor-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment 1: South Runoff Area=39.221 sf 20.56% Impervious Runoff Depth=0.42" Flow Length=120' Tc=4.6 min CN=69 Runoff=0.34 cfs 0.032 of Subcatchnient 2: East Runoff Area=14.500 sf 0.00% De Impervious Runoff th=0.20" p p Flow Length=195' Tc=6.4 min CN=61 Runoff=0.03 cfs 0.005 of Subcatchment 3.1: Area Contributing to Catch Runoff Area=7,745 sf 43.09% Impervious Runoff Depth=0.74" Flow Length=135' Tc=5.0 min CN=77 Runoff=0.15 cfs 0.011 of ' Subcatchment 3.2: Area Contributing to Catch Runoff Area=8,809 sf 31.00% Impervious Runoff Depth=0.53" Flow Length=190' Tc=5.1 min CN=72 Runoff=0.11 cfs 0.009 of Subcatchment 3.3:Area Contributing to Catch Runoff Area=13.514 sf 33.66% Impervious Runoff Depth=0.57" ' Flow Length=155' Tc=3.1 min CN=73 Runoff=0.20 cfs 0.015 of Subcatchment 3.4: Area Contributing to Catch Runoff Area=10.395 sf 43.09% Impervious Runoff Depth=0.74" ' Flow Length=200' Tc=6.0 min CN=77 Runoff=0.19 cfs 0.015 of Subcatchment 3.5: Area Contributing to Runoff Area=10.286 sf 0.00% Impervious Runoff Depth=0.20" ' Flow Length=65' Tc=2.5 min CN=61 Runoff=0.02 cfs 0.004 of Subcatchment 3.6: North Runoff Area=19.605 sf 0.00% Impervious Runoff Depth=0.13" ' Flow Length=150' Tc=7.5 min CN=58 Runoff=0.02 cfs 0.005 of Subcatchment R1: Roof 1 Runoff Area=2,779 sf 100.00% Impervious Runoff Depth=2.27" Tc=1.0 min CN=98 Runoff=0.18 cfs 0.012 of $ubcatchment R2: Roof 2 Runoff Area=648 sf 100.00% Impervious Runoff Depth=2:27" Tc=1.0 min CN=98 Runoff=0.04 cfs 0.003 of Subcatchment R3: Roof 3 Runoff Area=1,984 sf 100.00%Impervious Runoff Depth=2.27" Tc=1.0 min CN=98 Runoff=0.13 cfs 0.009 of Subcatchment R4: Roof 4 Runoff Area=1,984 sf 100.00% Impervious Runoff Depth=2.27" Tc=1.0 min CN=98 Runoff=0.13 cfs 0.009 of Pond CB 1: Catch Basin#1 Peak Elev=216.66' Inflow=0.15 cfs 0.011 of 12.0"x 11.0' Culvert Outflow=0.15 cfs 0.011 of Pond CB 2: Catch Basin#2 Peak Elev=216.67' Inflow=0.11 cfs 0.009 of i 12.0"x 21.0'Culvert Outflow=0.11 cfs 0.009 of Pond CB 3: Catch Basin#3 Peak Elev=217.92' Inflow=0.20 cfs 0.015 of 12.0"x 11.0'Culvert Outflow=0.20 cfs 0.015 of Pond CB 4: Catch Basin#4 Peak Elev=217.93' Inflow=0.19 cfs 0.015 of ' 12.0"x 24.0'Culvert Outflow=0.19 cfs 0.015 of 166 Salem Street, Proposed Conditions Type ll/24-hr 1 Year Storm Rainfall=2.50" Prepared by Christiansen& Sergi, Inc. Printed 8/5/2008 H droCAD0 8.50 s/n 001057 02007 H droCAD Software Solutions LLC Pacie 16 ' Pond DMH A: DMH A Peak Elev=216.62' inflow=0.26 cfs 0.020 of 12.0"x 253.0'Culvert Outflow=0.26 cfs 0.020 of ' Pond DMH B: DMH B Peak Elev=215.69' Inflow--0.63 cfs 0.049 of 12.0"x 33.0'Culvert Outflow=0.63 cfs 0.049 of Pond DP: Detention/Infiltration Basin Peak Elev=213.82' Storage=137 cf Inflow=0.64 cfs 0.053 of Discarded=0.35 cfs 0.053 of Primary=0.00 cfs 0.000 of Outflow=0.35 cfs 0.053 of Pond RR1: Roof Runoff Infiltration Area 1 Peak Elev=220.59' Storage=144 cf Inflow=0.18 cfs 0.012 of ' Discarded=0.02 cfs 0.012 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.012 of Pond RR2: Roof Runoff Infiltration Area 2 Peak Elev=222.48' Storage=15 cf Inflow=0.04 cfs 0.003 of ' Discarded=0.01 cfs 0.003 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.003 of Pond RR3: Roof Runoff Infiltration Area 3 Peak EIev=215.08' Storage=82 cf Inflow=0.13 cfs 0.009 of ' Discarded=0.02 cfs 0.009 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.009 of Pond RR4: Roof Runoff Infiltration Area 4 Peak EIev=215.08' Storage=82 cf Inflow=0.13 cfs 0.009 of Discarded=0.02 cfs 0.009 of Primary=0.00 cfs 0.000 of Outflow--0.02 cfs 0.009 of 1 Pond T 1: South Total Inflow=0.34 cfs 0.032 of Primary=0.34 cfs 0.032 of Pond T 2: East Total inflow=0.03 cfs 0.005 of Primary=0.03 cfs 0.005 of ' Pond T 3: North Total Inflow=0.02 cfs 0.005 of Primary=0,02 cfs 0.005 of Total Runoff Area=3.018 ac Runoff Volume=0.127 of Average Runoff Depth =0.51" 76.76%Pervious=2.317 ac 23.24%Impervious=0.701 ac 166 Salem Street, Proposed Conditions Type 111 24-hr 9 Year Storm Rainfall=2.50° ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAD&8.50 s/n 001057 02007 H droCAD Software Solutions LLC Page 17 ' Summary for Subcatchment 1: South Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 0.42" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs dt= 0 p .01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" ' Area (sf) CN Description 8,064 98 Paved parking & roofs ' 31,157 61 >75% Grass cover, Good, HSG B 39,221 69 Weighted Average 31,157 Pervious Area 8,064 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 70 0.0900 4.50 Shallow Concentrated Flow, 4.6 120 Total Grassed Waterway Kv= 15.0 fps ' Summary for Subcatchment 2: East Runoff = 0.03 cfs @ 12.34 hrs, Volume= 0.005 af, Depth= 0.20 ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area (sf) CN Description 14,500 61 >75% Grass cover, Good, HSG B 14,500 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) {ft/sec} (cfs) ' 5.7 50 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.7 145 0.0600 3.67 Shallow Concentrated Flow, Grassed Waterway Kv= 15,0 fps 6.4 195 Total Summary for Subcatchment 3.1: Area Contributing to Catch Basin #1 Runoff 1 0.15 cfs @ 12.08 hrs, Volume= 0.011 af, Depth= 0.74" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" ' 166 Salem Street, Proposed Conditions Type 11124-hr 1 Year Storm Rainfall=2.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5,2008 H droCAD®8.50 s/n 001057 @2007 H droCAD Software Solutions LLC Page 18 Area (sf) CN Description 3,337 98 Paved parking & roofs 4,408 61 >75% Grass cover, Good, HSG B ' 7,745 77 Weighted Average 4,408 Pervious Area 3,337 Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) ' 4,6 50 0.0350 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0300 2.60 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 0.3 65 0.0300 3.52 Shallow Concentrated Flow, 5.0 135 Total Paved Kv=20.3 fps Summary for Subcatchment 3.2: Area Contributing to Catch Basin#2 Runoff = 0.11 cfs @ 12.09 hrs, Volume 0.009 af, Depth= 0.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 1 Year Storm Rainfall=2.50 Area (sf) CN Description ' 2,731 98 Paved parking & roofs 6,078 61 >75%Grass cover,Good, HSG B 8,809 72 Weighted Average ' 6,078 Pervious Area 2,731 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet} (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1 0.4 55 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0300 3.52 Shallow Concentrated Flow, 5.1 190 Total Paved Kv=20 3 fps Summary for Subcatchment 3.3: Area Contributing to Catch Basin #3 Runoff = 0.20 cfs @ 12.06 hrs, Volume= 0.015 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" 166 Salem Street, Proposed Conditions Type 111 24-hr 9 Year Storm Rainfall=2.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAC�8.50 sJn 001057 4 2007 H droCAD Software Solutions LLC Page 19 L ' Area (sf) CN Description 4,549 98 Paved parking & roofs 8,965 61 >75% Grass cover, Good, HSG-13 13,514 73 Weighted Average 8,965 Pervious Area 4,549 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 50 0.2000 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 3.14" 0.2 25 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' 0.6 80 0.0120 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.1 155 Total ' Summa for Subc Summary atchment 3.4: Area Contributing to Catch Bann #4 Runoff = 0.19 cfs @ 12.10 hrs, Volume= 0.015 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 1 Year Storm Rainfall=2.50" Area (sf) CN Description 4,479 98 Paved parking & roofs 5,916 61 >75% Grass cover, Good, HSG B 10,395 77 Weighted Average ' 5,916 Pervious Area 4,479 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" ' 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 100 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 200 Total Summary for Subcatchment 3.5: Area Contributing to Infiltration Basin Runoff = 0.02 cfs @ 12.28 hrs, Volume= 0.004 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" 166 Salem Street, Proposed Conditions Type 111 24-hr 1 Year Storm Rainfall=2.50° ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 ©2007 H droCAD Software Solutions LLC page 20 ' Area (sf) CN Description 10,286 61 >75% Grass cover, Good, HSG B 10,286 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet} (ft/ft} /We—) (cfs) 1 2.5 50 0.1600 0.33 Sheet Flow, Grass: Short n= 0.150 P2 3.10" 0.0 15 0.1700 6.18 Shallow Concentrated Flow, 2.5 65 Total Grassed Waterway Kv= 15.0 fps ' Summary for Subcatchment 3.6: North Runoff = 0.02 cfs @ 12.44 hrs, Volume= 0.005 af, Depth= 0.13" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" ' Area (sf) CN Description 9,700 55 Woods, Good, HSG B 9,905 61 >75% Grass cover, Good, HSG B ' 19,605 58 Weighted Average 19,605 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" 0.9 100 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.5 150 Total Summary for Subcatchment R1: Roof 1 ' Runoff = 0.18 cfs @ 12.01 hrs, Volume= 0.012 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 1 Year Storm Rainfall=2.50" Area (sf) CN Description ' 2,779 98 Paved parking & roofs 2,779 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) _(cfs) 1.0 Direct Entry, 166 Salem Street, Proposed Conditions Type 111 24-hr 9 Year Storm Rainfall=2.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 HydroCAD Software Solutions LLC Page 21 ' Summary for Subcatchment R2: Roof 2 Runoff = 0.04 cfs @ 12.01 hrs, Volume= 0.003 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS Time Span= 0.00-3 .0 p 6 0 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area (sfL CN Description 648 98 Paved parking & roofs 648 Impervious Area Tc Length Slope Velocity Capacity Description ' - (min) (feet) (ft/ft) (ft/sec) (cfs} 1.0 Direct Entry, Summary for Subcatchment R3: Roof 3 Runoff = 0.13 cfs @ 12.01 hrs, Volume= 0.009 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span=4.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" ' Area (sf) CN Description 1,984 98 Paved parking & roofs 1,984 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 1.0 Direct Entry, Summary for Subcatchment R4: Roof 4 ' Runoff = 0.13 cfs @ 12.01 hrs, Volume= 0.009 af, Depth= 2.27" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 Year Storm Rainfall=2.50" Area (sf) CN Description 1,984 98 Paved parking & roofs 1,984 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 166 Salem Street, Proposed Conditions Type 11124-hr 9 Year Storm Rainfall=2.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 OO 2007 HydroCAD Software Solutions LLC Pape 22 ' Summary for Pond CB 1: Catch Basin #1 Inflow Area = 0.178 ac, 43.09% Impervious, Inflow Depth = 0.74" for 1 Year Storm event Inflow 0.15 cfs @ 12.08 hrs, Volume= 0.011 of Outflow 0.15 cfs @ 12.08 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary = 0.15 cfs @ 12.08 hrs, Volume= 0.011 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-.36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 216.66'@ 12.09 hrs ' Flood Elev= 220.36' Device Routing Invert Outlet Devices #1 Primary 216.36' 12.0" x 11.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 216.30' S= 0.00557' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.15 cfs @ 12.08 hrs HW=216.66' TW=216.62' (Dynamic Tailwater) ' L1=Culvert (Outlet Controls 0.15 cfs @ 1.12 fps) Summary for Pond CB 2: Catch Basin #2 Inflow Area = 0.202 ac, 31.00% Impervious, Inflow Depth = 0.53" for 1 Year Storm event Inflow = 0.11 cfs @ 12.09 hrs, Volume= 0.009 of ' Outflow 0.11 cfs @ 12.09 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary 0.11 cfs @ 12.09 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method,Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 ' Peak Elev= 216.67' @ 12.09 hrs Flood Elev= 220.41' ' Device Routing Invert Outlet Devices #1 Primary 216.41' 12.0" x 21.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=216.30' S= 0.0052 '/' Cc= 0.900 n= 0.013 ' Primary OutFlow Max=0.11 cfs @ 12.09 hrs HW=216.67' TW=216.62' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 0.11 cfs @ 1.01 fps) ' Summary for Pond CB 3: Catch Basin #3 Inflow Area = 0.325 ac, 36.70% Impervious, Inflow Depth = 0.54" for 1 Year Storm event ' Inflow = 0.20 cfs @ 12.06 hrs, Volume= 0.015 of Outflow = 0.24 cfs @ 12.06 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 12.06 hrs, Volume 0.015 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 217.92'@ 12.06 hrs ' Flood Elev= 221.70' Device Routing Invert Outlet Devices ' #1 Primary 217.70' 12.0" x 11.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 217.50' S= 0.0182 '/' Cc= 0.900 n= 0.013 166 Salem Street, Proposed Conditions Type 11124-hr 9 Year Storm Rainfall=2.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC Paqe 23 ' Primary OutFlow Max=0.20 cfs 12.06 hrs HW=217.92' TW=215. 8' @ 6 (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.20 cfs @ 1.58 fps) ' Summary for Pond CB 4: Catch Basin #4 Inflow Area = 0.239 ac, 43.09% Impervious, Inflow Depth = 0.74" for 1 Year Storm event Inflow = 0.19 cfs @ 12.10 hrs, Volume= 0.015 of Outflow = 0.19 cfs @ 12.10 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary = 0.19 cfs @ 12.10 hrs, Volume= 0.015 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs dt= 0.01 hrs/3 p , Peak Elev= 217.93' @ 12.10 hrs ' Flood Elev=221.70' Device Routing Invert Outlet Devices ' #1 Primary 217.70' 12.0" x 24.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 217.50' S= 0.0083'/` Cc= 0.900 n= 0.013 Primary OutFlow Max=0.19 cfs @ 12.10 hrs HW=217.93' TW=215.69' (Dynamic Tailwater) ' t-1=Culvert (Barrel Controls 0.19 cfs @ 2.08 fps) Summary for Pond DMH A: DMH A Inflow Area = 0.380 ac 36.66% - 6/o impervious, inflow Depth - 0.63 for 1 Year Storm event Inflow = 0.26 cfs @ 12.09 hrs, Volume= 0.020 of Outflow 0.26 cfs @ 12.09 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary 0.26 cfs @ 12.09 hrs, Volume= 0.020 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 216.62' @ 12.09 hrs Flood Elev= 220.79' Device Routing Invert Outlet Devices #1 Primary 216.30' 12.0" x 253.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=215.29' S=0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.26 cfs @ 12.09 hrs HW=216.62' TW=215.69' (Dynamic Tailwater) ) t-1=Culvert (Outlet Controls 0.26 cfs @ 1.79 fps) Summary for Pond DMH B: DMH B Inflow Area = 0.944 ac, 38.30% Impervious, Inflow Depth= 0.63" for 1 Year Storm event Inflow = 0.63 cfs @ 12.08 hrs, Volume= 0.049 of Outflow = 0.63 cfs @ 12.08 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min ' Primary = 0.63 cfs @ 12.08 hrs, Volume= 0.049 of Routing by Dyn-Stor-Ind method, Time Span 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 215.69'@ 12.08 hrs Flood Elev= 222.20' 166 Salem Street, Proposed Conditions Type 111 24-hr 1 Year Storm Rainfall=2.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 HydroCAD Software Solutions LLC page 24 Device Routing Invert Outlet Devices #1 Primary 215.29' 12.0" x 33.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=214.80' S= 0.0148 /' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.63 cfs @ 12.08 hrs HW=215.69' TW=213.78' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.63 cfs @ 2.15 fps) Summary for Pond DP: Detention/Infiltration Basin Inflow Area = 1.180 ac, 30.63% Impervious, Inflow Depth = 0.54" for 1 Year Storm event ' Inflow = 0.64 cfs @ 12.08 hrs, Volume= 0.053 of Outflow = 0.35 cfs @ 12.08 hrs, Volume= 0.053 af, Atten= 46%, Lag= 0.0 min Discarded = 0.35 cfs @ 12.08 hrs, Volume 0.053 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 213.82' @ 12.28 hrs Surf.Area=2,072 sf Storage= 137 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.4 min ( 881.9- 880.5) Volume Invert Avail.Stora e Storage Description #1 213.75' 6,774 cf Custom Stage Data (Prismatic) Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 213.75 2,040 0 0 214.00 2,160 525 525 214.75 2,520 1,755 2,280 ' 216.00 4,670 4,494 6,774 Device Routing Invert Outlet Devices #1 Discarded 213.75' 0.35 cfs Exfiltration when above invert ' #2 Primary 215.00' 90.0 deg x 2.0' long x 0.50'rise Sharp-Crested Vee/Trap Weir C= 2.50 Discarded OutFlow Max=0.35 cfs @ 12.08 hrs HW=213.77' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=213.75' TW=0.00' (Dynamic Tailwater) t-2=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs) Summary for Pond RR1: Roof Runoff Infiltration Area 1 Inflow Area = 0.064 ac,100.00% Impervious, Inflow Depth = 2.27" for 1 Year Storm event Inflow = 0.18 cfs @ 12.01 hrs, Volume= 0.012 of ' Outflow = 0.02 cfs @ 12.29 hrs, Volume= 0.012 af, Atten= 87%, Lag= 16.5 min Discarded = 0.02 cfs @ 12.29 hrs, Volume= 0.012 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 166 Salem Street, Proposed Conditions Type 11124-hr 1 Year SformRainfall=2.50" Prepared by Christiansen &Sergi, Inc. Printed 8/5/2008 ' H droCAD�8.50 s/n 001057 ©2007 HvdroCAD Software Solutions LLC Page 25 ' Peak Elev= 220.59'@ 12.48 hrs Surf.Area= 136 sf Storage= 144 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time= 33.9 min (791.2 757.3) Volume Invert Avail.Storage Storage Description #1 218.80' 85 cf Crushed Stone Around Chambers(Prismatic) Listed below(Recalc) ' 301 cf Overall- 87 cf Embedded=213 cf x 40.0% Voids #2 219.30' 87 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 #3 220.47' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder ' 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 218.80 136 0 0 221.01 136 301 301 ' Device Routinq Invert Outlet Devices #1 Discarded 218.80' 7.500 in/hr Exfiltration over Surface area #2 Primary 225.00' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 224.90' S=0.0500'/' Cc= 0.900 n=0.010 PVC, smooth interior ' Discarded OutFlow Max=0.02 cfs @ 12.29 hrs HW=220.48' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=0,00 cfs @ 0.00 hrs HW=218.80' TW=0.00' (Dynamic Tailwater) t--2=Culvert ( Controls 0.00 cfs) ' Summary for Pond RR2: Roof Runoff Infiltration Area 2 Inflow Area = 0.015 ac,100.00%o Impervious, Inflow Depth = 2.27" for 1 Year Storm event ' Inflow = 0.04 cfs @ 12.01 hrs, Volume= 0.003 of Outflow 0.01 cfs @ 11.98 hrs, Volume= 0.003 af, Atten= 69%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.98 hrs, Volume= 0.003 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 222.48' @ 12.25 hrs Surf.Area= 76 sf Storage= 15 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det.time=4.2 min (761.5- 757.3) Volume Invert Avail.Stora, a Storage Description #1 222.00' 50 cf Crushed Stone Around Chambers(Prismatic) Listed below(Recalc) 168 cf Overall-44 cf Embedded= 124 cf x 40.0%Voids ' #2 222.50' 44 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 2 Inside#1 #3 223.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder ''� 94 cf Total Available Storage 166 Salem Street, proposed Conditions Type 111 24-hr 9 Year Storm Rainfall=2.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 O 2007 HydroCAD Software Solutions LLC Page 26 Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 222.00 76 0 0 ' 224.21 76 168 168 Device Routing Invert Outlet Devices ' #1 Discarded 222.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 226.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 226.00' S= 0.05007' Cc= 0.900 n= 0.010 PVC, smooth interior Discarded OutFlow Max=0.01 cfs @ 11.98 hrs HW=222.13' Dischar Free Discharge) 9 ) t1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=222.00' TW=217.70' (Dynamic Tailwater) t-2=Culvert ( Controls 0.00 cfs) ' Summary for Pond RR3: Roof Runoff Infiltration Area 3 Inflow Area = 0.046 ac,100.00% Impervious, Inflow Depth = 2.27" for 1 Year Storm event Inflow = 0.13 cfs @ 12.01 hrs, Volume= 0.009 of Outflow = 0.02 cfs @ 11.82 hrs, Volume 0.009 af, Atten= 82%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.82 hrs, Volume= 0.009 of ' Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 ' Peak Elev= 215.08' @ 12.41 hrs Surf.Area= 136 sf Storage=82 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 16.6 min( 773.9- 757.3 ) Volume Invert Avail.Storage Storage Description ' #1 214.00' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) 301 cf Overall-87 cf Embedded= 213 cf x 40.0%Voids #2 214.50' 87 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 #3 215.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 214.00 136 0 0 216.21 136 301 301 Device Routing Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 218.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 III Outlet Invert=218.00' S= 0.05007' Cc= 0.900 n= 0.010 PVC, smooth interior 166 Salem Street, Proposed Conditions Type Ill 24-hr 9 Year Storm Rainfall=2.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 0 2007 HydroCAD Software Solutions LLC Page 27 ' Discarded OutFlow Max=0.02 cfs @ 11.82 hrs HW=214.12' Dischar Free Discharge) g ) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=214.00' TW=0.00' (Dynamic Tailwater) t-2=Culvert ( Controls 0.00 cfs) Summary for Pond RR4: Roof Runoff Infiltration Area 4 Inflow Area = 0.046 ac,100.00% Impervious, Inflow Depth= 2.27" for 1 Year Storm event ' Inflow = 0.13 cfs @ 12.01 hrs, Volume= 0.009 of Outflow 0.02 cfs @ 11.82 hrs, Volume= 0.009 af, Atten= 82%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.82 hrs, Volume= 0.009 of ' Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Ston-Ind method, Time Span 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 215.08' @ 12.41 hrs Surf.Area= 136 sf Storage= 82 cf ' Plug-Flow de - detention time- (not calculated: outflow precedes inflow) Center-of-Mass det. time= 16.6 min (773.9-757.3} Volume Invert Avail.Stora. a Storage Description #1 214.00' 85 cf Crushed Stone Around Chambers(Prismatic) Listed below(Recalc) ' 301 cf Overall-87 cf Embedded= 213 cf x 40.0%Voids #2 214.50' 87 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 #3 215.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder ' 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 214.00 136 0 0 216.21 136 301 301 ' Device Routing Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 218.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 218.00' S= 0.0500T Cc= 0.900 n= 0.010 PVC, smooth interior Discarded OutFlow Max=0.02 cfs @ 11.82 hrs HW=214.12' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=214.00' TW=0.00' (Dynamic Tailwater) ' t-2=Culvert (Controls 0.00 cfs) 166 Salem Street, Proposed Conditions Type 11124-hr I Year Storm Rainfall=2.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 C 2007 H droCAD Software Solutions LLC Page 28 ' Summary for Pond T 1: South Total Inflow Area = 0.964 ac, 25.82% Impervious, Inflow Depth = 0.39" for 1 Year Storm event ' Inflow 0.34 cfs @ 12.09 hrs, Volume= 0.032 of Primary 0.34 cfs, @ 12.09 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt=0.01 hrs/3 Summary for Pond T 2: East Total ' Inflow Area = 0.378 ac, 12.04% Impervious, Inflow Depth = 0.17" for 1 Year Storm event Inflow = 0.03 cfs @ 12.34 hrs, Volume= 0.005 of Primary = 0.03 cfs @ 12.34 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Pond T 3: Norah Total Inflow Area = 1.676 ac, 24.29% Impervious, Inflow Depth = 0.04" for 1 Year Storm event ' Inflow 0.02 cfs @ 12.44 hrs, Volume= 0.005 of Primary 0.02 cfs @ 12.44 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 ry, 4..a s 011di ! r}- - d io Type ie' - sei Sb farfaintfah(=3, ( i i t.r�,i 6A-'amu i..+Y F iVfir( iq itj. P:=3nEed 8l 5f s�.OvE H)} r CA DOM-057 n 007 CAD u"�' c r v = el _ A €� -: "si�3 ,`as'a3C)iiau rF, i d`a c G }IF.I ie spa-11=10.00-36.00 7 i1 3q ti[a Lb.'�i E }i€vq V643 i �.d1J}}} .;s!a..r �s �.i,i;#o by v%Cv Tim- 20 Method, E III 3 i��li illi.s}3Vie3, lii 6a3;.J L's t\�eaL routing,--- by Dyn-Svti3a ffi111Ce metho s Pond routing by Dvn-S o--,I.}rA! methou- ' JubCazcnI;,-H ^a: South-, Runell Area=39,22 1 sf 20.56% simile S ours Run-a�`€eptli=v-a7L;' Flow Le l=12v' Tc=4.0 mil=l CN=69 -Munoff=0.70 cfs 0.054 of ' Oa '-aUc_r naax 2. E as-ft Runoff Area=1 rea=.1 ,50�i_ 0.r0% 3peiViov Runoff D eair®10.41 ' row Length="[90 I t.-6.4 min lin CN=6 i Runoff-U.09 ci's 0.0,11 1 af Sus3wt.3lr:esi,t-3-. . �,: � Co`ta"I"DLt3� � Catch Runoff Fnirea-7,7.�5 SF. 43.090iceImpervious Runoff De =ri.14" Flow Lengtfi=l35' c-5,0 min C"N=77 Runoff,-0.24 cfs 0.017 all ' _ s,a'ai r`m;� `� �, Area 4 ; t ¢ A t r F r r;^ 'Impervious aj {1 47'--' ztubcat,cl eML '3.2. rived ontr#buting to ch Run.of,A.rea=v.809 si 31.00 'Impervii€:iia �F�$unofff cfs Flaw Le i}= 90' T c=5-} min CN=77 2 fRunoff=tr.l9 cfs 0.0 5 R} Sub-catC�l s t 3.3:Area a Corit6 uta g to Catch Runoff Area=13,514 sf 33.66%Impervious Runoff-ep 0.92'' ' Float Length=155Tc--3.1 min ("N=73 Runo 0.35 c€s 0.024 of Catch re q3,-5 sf 43.01% lr1,pe3}Fi`o 11u-ff Dep.3141=F.} U [i a :Q �a§ s3 as :s,i a Conti ## i €3 zRunoff'}s a } a=1 i ' aa PIovY L€Vi ll-i-200 Tc-0.0 r dr, Civ=77 Rune,, 0.31 cz.� 0.023 a amu v ss: 3§I; 3t 6. } Cont, 3aa±v a ,$ Runoss .i CY=4, sf .0011.1 k3"OUS i'xsa is.: 3is�--`.4 °q F= �xge �ssr5 rw€e § Runoff-OM 5. _ v6 r nn Flog Ler til--L65 l cz-22.5 tri C.116611 }�},�}{o -OM cfs O,Ct 8 eaf = North 1L##1f)(3 Yia ea=l 9,605 e. 0.00 7r.lms vsoi3s Runoff Drti i=i,.,s 3 Flow Leri =150' Tc=7.5 min CN=55 runoff-0.07 cfs 0.012 a ubcat Ire rit R1 e Roof I Runoff Area-21,779 sf 100.00% impervious Runoff De th=2.87°' Tc=1.O min CN=93 Runoff--0.23 cfs 0.015 of ' 470rfivo� Runoff Depth=2.81 uh-catcI _ _s -1 Roof 2 uuofurea=01e0.01 " TG=1.O to€o C'N=98 Runoff=0.05 cfs 0.004a! ' ubeatc r$i_ s RI R-oof 3 Runoff Areav1,904 sf 100.00`, impervious Runoff Depah 2,87" Tc=1.O i€rii a CN=98 Rurloff=0.1 O cfs 0.011 of ' u ca-tchn t 4-. Root 4 Runoff Area-1,904 sf 100.00, ampere ous Ral.}ofl:Dep,..=2,Og,; TG=1.O rrm,ln CN=98 Runoff=0.46 cfs 0.011 of Pond�B 1: Catch Beam#1 Peak Elev=210.77' l;flog. 0 24 cfr 0.017 al 12.0"X 11.0`W.'er< € uti'lo--0.24 cfs 0.017 ar Po } CP 2_ Cate 1- sin#2 Peale Elev=210.77' lnflow-0.19 cfs 0.010 of 2.0 PF X 21.OP UI` #viii .9 Giq O.O€5 of Pond GE c" 'watch Basin Ef e 1' fic'.k`g0.35 cfs 0.024 a' cc Pe�� I=��i��fP.. 3r !rvv:}ssf'FF�� .cc ss +J. [0.1n,X e i.Yr LUiV4-- OudfiE.e-,t 0.3a efs 0.024 of . m =_ �, z3-f '' 1411=�: ;rfl} t`g. fY�- - - ,. i alp - �s.00i owa-moi.:.- cfs 0.x1_ -a. 1-.OSP X 24.0'Cul-vela Ou iow=0.3 1 cfs 0.023 of St ra q'+. �j y-g+�Jp �q�+ T t�'ti t. �L o9 osied C%inditmons (ti a "� /,,,,h(^^ 11 r 10 py�i �Y.,�.r nfaI/_ ' 3 ° i V�s� �ii �� � lY�� �i�t(#e i l£�7!!#Gd66�'s.a.��r+ �� rs�rv�-i -i, ^1 n §epd§ by Chl ist�arnse� � Oe enc. Printed 8,5/2008 , Hyd(t--nt4AUD 8.50- irnn105'vv i @1 2007 drQi D Sof,-+-; are SQIijt!-Ons LLC Prue 30 ' Pond UN A, DMIH A Peak Elev=210.72' 1n�lQ =v.43 cfs 0.032 of 12.0"x 253.0'CLjIverg Ou:low=0.43 cfs 0.032 of Pond ODER-b_ L-11 e B' Peax Elev=215.82' lnf ow--1-W cfs 0.073 of 12.0"x 33.0'Cnfvert OL-iQw=1.06 cfs 0.078 at Pond DP: Detent onlinfiltrat on Basin Peak Bev=214.03' Storage=596cf 1f§f�cvr=9.14 cfs 0.086 of ' u scarred=0.35 s v.v86 of P14i a;y=x,00 cfs 0.000 of U1,11'. .35 cfs v.v86 of Pond PP1: Pouf Runoff infiltration Area 1 Peak Elev=625.21' Storage=173 cf Inflow=0.23 cfs 0.015 of ' Discarded=0.06 cfs 0.015 of Primary=0,09 cfs 0.001 of u�.§zflow=0.12 c z 110.015 of Pond RFU: Roof R'Unoff Infiltration Area 2 Peak Elea=622.08' Storage=24 cf Inflow=0.05 cfs 0.004 of Discarded=0.01 cfs 0.004 of Primarym0.00 cfs 0.0vv of Outflow=-,.O, cfs 0 00- of Pored 3. Roof rm noff Infiltration Area 3 Peak Elev=215.50' St0rage=120 cf Inflow4.16 c§z. 0.011 of Discarded=0,02 cfs 0.011 of Prima y=v.vv cfs 0.000 of O&I-1 w-4.v2 cfs 0,0;1 of ' Pond RR 4: Roof Runoff Infiltration Area 4 Peak Elev=215.5xStyr _ =1 01 aye 20 c§ Inflow--x§.16 cfs 0.Ox§11 of Discarded=x.02 cfs 0.011 of P,-Imas y=v.0v cfs 0.000 of O lcvv®0,02 cfs U1 of ' Pond i 1 South Total Ire low=0.70 cfs 0.055 of, _„ I'����atjt-�§,7v Cfs 0,055 of ' bond T 2: East Total inflow-4.09 cfs 0.011 of Primary=0.09 cfs 0.011 of ' Pond T 3. North Total Inflow=0.107 cfs 0.012 of Prilmary-4.07 cfs 0,x12 of ' 'fetal Runoff Area 3.01180 ac Runoff volume 0.204 of Average Runoff Depth=0.81" '10.76'7'a' Per=vious=2.317 ac 2.3.F.24%,D Impervious=0.701 ac Stt I %; %Q2110M i 4r- 1s lis.7 pored s�t.io lditixins Ttn. /f/24-hr L '�eat ^#F r: �Cttf�f�=3.��. " gvF-129LYbivvIEIi a— Svrn= In, Printed 8/51200811 t!j±o"A1 ,8.5o alb 0010157 @ 2007 H droCAD Software Solutions LLC Pace 31 ' Summary,for SubCa«h ent is South il.0,54 a:. h= 0.7 Runoff by SCS TR-20 method, UH=SCS; Time span= 0.0035.00 hrs; dt= s Type torr;i i�issiiifall-3.;0" 2 -�.:2 ear S Area =rf} CN Description 8,064 018 Paved parking& roofs ' 31, 5 7 51 >-1j% Grass cover. Good, HSG B 301,221 010 Weighted Average 1, 51 Pervious Area 8.054 Impervious Area Tc Length Slope Velocity Capacity Description (min) ';ee€; (ft/ft; (ftfsec) {cfs} ' 4.3 50 0.0400 0.10 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.3 7 0 0.0000 4.50 Shallow Concentrated Plow, ' Grassed Water Kv= 15 0¢ps 4.0 20 Tota- SummarA.j for Suboafchment ': Easy Runoff _ 0.09 cfs c@7z 12.13 hrs, Volume= 01.011 af; Depth= 0.40" ' Runoff by vVS TO=2ti method, UH=SCS, Time Span=0.00-36.00 his, dt= 0.0,11 Ids Type 111124411'r 2`f"ear Storm Rainfall=3.10" ' Area !sf} CN Description 14,50Q 51 >75%Grass cover, Good. HSG S 14,50101 Pervious Area E L-C-vuSrooe Velocity Capacity Description Amin} fft,�ft} (ftlsec) (cfs) ' 5.7 50 0.0200 0.15 Street Plow, Grass: Short n=0.150 P2= 3,10" 0.7 145 0.0500 3.07 Shallow Concentrated ated Flo , Grassed Alatenrvay Ky 15 01fos 6.4 '195 Total Sjo3ari.+S Ba-a a �.- for Sabo tyhmont 3,1; Area Co::tribe�fina to Catch Basin #1 be Rui`Off 0.24 cfs @ 12.08 hrs, Volume= 0.017 af, Depth= 1.14" Runoff; _,SC T� 0 .r e'M r H=SC� Time Saari@ 0.00-33:5.00 hrs, dt= 0.011 hrs �}" a..2 -v s i�=.�a; t.3;r[i iiSG, UH=SCI-', r ie y' � rrrr 2 .r ear Storm Rainfall=x.10" `0 Sale: Strect, Proposed Conditions Type 111124-hr2 Year Storm Rairtfah=3.10" ' Prepared- by Jnr'stiansen & Sergi, Inc. Printed 8/5/2008 'ydrot,A ,0 8.50 s/n O0 i 057 0 2007 HydroCA,D Software Solutions LLC Page {') ' Area (sf) CvN Description 3,337 98 Paved parking &roofs x.408 81 >75% Grass cover. Gond. NSG B ' 7,7 5 ;7 Weighted Average T,408 Pervious Area 373 . impervious Area Tc Length Slope Velocity Capacity Description (min) (feet} (ft/ft) (fflsep) frfs) Ic ' 4.0 50 0.0350 0.18 Sheet Flow, Grass: Short n= 0.150 P2=3.10" 0.1 20 01.0800 2.00 Shallow Concentrated Flow, Grassed Watervray Kv= 15.0 fps ' 0.3 05 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.0 135 Total Summary for Suhcatchment 3.2: Area Contributing to Catch Basin #2 ' Runofr a 0.19 cfs @ 12.09=ts, U-Jume= 0.015 at, Depth= 0.8?°° Runof, IUSCS TR-2,0 method, v;- =SCS, time Span= O.UD-36.00 hrs, U-lt'= 0.01 hrs t e # s jr 2 °eaf `.t m Ra#n att63. 0' rea (say CN Description 2.711 Gra 9r Paved parking & roofs y.078 81 >75°'� ss cover, Gond, NSG B 8,800 72 Weighted Average 0,078 Pervious Area 2,731 Impervious Area c L-rngt" Slope ve{jl/ociI+y Capacity Description (min) `feet) (f E/f) (ft/sec) (cfs) A.h n V 0400 x.19 Sheet Flow; Grass: Short n= 0.150 P2= 3.10" ' 0.A 55 0.0300 2.00 Shallow Concentrated Flog., Grassed Waterway Kv= 15.0 fps 0. 85 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.1 190 Total Summary for Suhcatchnment 3.3: Area Contributing to Catch Basin 0 Runoff 0,25 cfs @ 12.05 hrs, Volume= 0.024 af7, Depth= 0.92" ' Runoff by SGS TR-20 method, UN=SCC, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 1 11 1 24-hr 2 ;"ear Storm Ra.infali=3.101' 166 !'1 _ Ri i _ . 6 all9e=n-. Strea Pror-p ed Conditions ',Pe 11/24-hr 2 Year Storm Rai fa .U« Fi epai' {„.Ey , ris a ;sen U S;ee gi, ilio. Printed 8.1512008 Hydro^A E,;k:8.5IfO s, '0v 057 0 2007 Hydror-A ,Software Solutions LLC Pane 33 Area (s } Cis Description 4,549 98 Paved parking & roofs 8,965 61 >75% Grass cover, Good, HSG 6 ' 1.3,514 73 Weighted Average V8,965 Pervious Area 41549 Impervious Area Tc Length Slope Velocity Capacity Description (Mill- (feet) (ft/ft) (msec) (cfs) 2.3 0.2000 0.37 Sheet Flow, ' Grass: Short n=0.150 P2= 3.10' 0.2 25 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' 0.6 80 0.0120 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.1 i 55 Total Summary for Sub-vcatchment 3.4. Are. Contributing to Catch Basin Runoff a 0.31 cfs @ 12.09 hrs, Volume= 0.0/23 af, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dl= 0.01 hrs ' Type M 24-hr 2 Year Storm Rainfail=3.10" Area (sf) CIS Description 4,479 98 Paved parking & roofs 5.916 61 >75% Grass cover, Good, HSG B 10,395 77 Weighted Average 5,916 Pervious Area ' 4;479 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ftisec} - (of s) 4.0 50 0.0300 0.17 Shit Floes, Grass: Short n= 0.150 P2= 3.10" ' 0.4 50 0.0200 2.12 Shallow Concentrated Flom, Grassed Waterway Kv= 15.0 fps 0.7 100 0.0120 2.22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 200 Total Summary for Sub-catchment 3.5: Area Contributing to infiltration Basin Runoff = 0.08 cfs @ 12.07 hrs, Volume= 0.008 af, Depth= 0.40 ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt=0.01 hrs Type Ill 24-hr> Year Storm Rainfall=3.10'° i 166 Salem Street, Proposed Conditions Type tl!24-hr 2 Year Storm Rainfall=3.10" ' Prepares[ by Christiansen & Sergi, Inc. Printed 8/5/2008 Hydro'-AD®8.50 s/n 001057 t3 2007 HydroCAD Software Solutions LLC Pape 34 ' Area (sf) Cly Description 10,280 61 >75% Grass cover, Good, HSG B 10,285 Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs ' 2.5 50 0.1600 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 15 0.1700 6.18 Shallow Concentrated Flow, Grassed Waterway Kv= 15,0 fps ' 2.5 65 Total Summary for Suhcatchrnent 3.6: forth Runoff 0.07 cfs C 12.29 hrs, Volume= 0.412 af, depth= 0.31 ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.01 hrs i ype ill 24-hr 21°ear Storm Rainfall=3.14" Area (sf CN Description 9,700 55 Woods, Good, ;-ISG B 9.905 61 >75% Grass cover, Good, HSG B ' 19,605, 58 Weighted Average 19,605 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" 0.9 100 0.1400 1.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.5 150 Total Summary for Suhcatchment Ri: hoof I ' Runoff - 0.23 cfs @ 12.01 hrs, Volume= 0.015 af, Depths 2.87" Runoff by SCS TR-20 method, Ul=SCS, Time Span=0.00-36.00 hrs, df= 0.01 hrs ' Type ill 24-hr 2 Year Storm Rainfail=3.10" Area (sf} Cly Description ' 2,779 98 Paved parking &roofs 79 impervious Area ' Tc Le yj; Slope Velocity Capacity Description r�7ir (feet) 'Rift' f=./sec (cfs) 1.0 Direct Entry, 166 Salem Street, Proposed Conditions Type Ill 24-hr 2 Year Storm Rainfall=3.90" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD,P x.54 sin 001057 C 2007 HydreCAD Software Solutions LLC Pane 35 ' Summary for Subcatchment R2: Root 2 Runoff — 0.05 cfs @ 12.01 hrs, Volume= 0.004 af, Depth= 2.87" ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.10" _ Area (sf) CN Description 648 98 Paved 2arking & roofs 648 impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) {ft/see) (cfs) 1.0 Direct Entry, Summary for Subcatchment R3: Roof 3 ' Runoff = 0 = .16 cfs @ 12.01 hrs, Volume= 0.011 a#, Depth- 2.87" ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 2 Year Storm Rainfall=3.10 Area (sf) CN Description 1,984 98 Paved parking&roofs 1,984 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 1.0 Direct Entry, Summary for Subcatchment R4: Roof 4 ' Runoff = 0.16 cfs cr 12.01 hrs, Volume= 0.011 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2 Year Storm Rainfall=3.10" Area (sf) CN Description 1,954 98 Paved parking &roofs 1,964 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 166 Salem Street, Proposed Conditions Type 11124-hr 2 Year Storm Rainfall=3.?D" ' Prepared by Christiansen & Sergi, Inc. Printed 8/512008 H droCADU 8.50 s/ra 001057 C 2007 I I droCAD Software Solutions LLC Pacie 36 Summary for Fond CB 1: Catch Basin #1 Inflow Area = 0.178 ac, 43.09% Impervious, Inflow Depth= 1.14" for 2 Year Storm event Inflow = 0.24 cfs @ 12.08 hrs, Volume= 0.017 of ' Outflow = 0.24 cfs @ 12.08 hrs Volume= 0.017 of, I° Atte = 0° n , Lag= 0.0 men Primary - 0.24 cfs @ 12.08 hrs, Volume= 0.017 of ' Routing by Dyn-Ston-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 216.77'@ 12.08 hrs Flood Elev= 220.36' Device Routinq Invert Outlet Devices #1 Primary 216.36' 12.0" x 11.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 ' Outlet Invert= 216.30' S=0.00557' Cc 0.900 n= 0.013 Primary OutFlow tax=0.24 cfs @ 12.08 hrs HW=216.77' TW=216.72' (Dynamic Tailwater) ' t--1=Culvert (Outlet Controls 0.24 cfs @ 1.18 fps) Summary for Pond CB 2: Catch Basin #2 ' Inflow Area = 0.202 ac, 31.00% Impervious, Inflow Depth= 0.87" for 2 Year Storm event Inflow - 0.19 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.19 cfs @ 12.09 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min ' Primary = 0.19 cfs @ 12.09 hrs, Volume= 0.015 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 ' Peak Elev= 216.77'@ 12.08 hrs Flood Elev=220.41' Device Routing Invert Outlet Devices 1 Primary 216.41' 12.0" x 21.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=216.30' S= 0.00527 Cc= 0.900 n= 0.013 ' Primary OutFlow Max=0.19 cfs @ 12.09 hrs HW=216.77' TW=216.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.19 cfs @ 1.12 fps) ' Summary for Pond CIS 3: Catch Basin #3 Inflow Area = 0.325 ac, 36.70% Impervious, Inflow Depth= 0.88" for 2 Year Storm event ' Inflow e 0.35 cfs @ 12.05 hrs, Volume= 0.024 of Outflow 0.35 cfs @ 12.05 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary = 0.35 cfs @ 12.05 hrs, Volume= 0.024 of ' Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 217.99' @ 12.05 hrs ' Flood Elev= 221.70' Device Routing Invert Outlet Devices #1 Primary 217.70' 12.0°' x 11.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 ' Outlet Invert=217.50' S= 0.0182'!' Cc= 0.900 n= 0.013 166 Salem Street, Proposed Conditions Type 11124-hr 2 Year Storm Rainfall=3.10" ' Prepared by Christiansen & Semi, Inc. Printed 8/5/2008 HydroCAD 8.50 sln 001057 @2007 H droCAD Software Solutions LLC Page 37 ' Primary OutFlow Max=0.34 cfs 12.05 hrs HW=217.99' - ' G TW-215.81 (Dynamic Tailwater) t--1=Culvert (Barrel Controls 0.34 cfs @ 2.74 fps) Summary for Pond CB 4: Catch Basin #4 Inflow Area-= 0.239 ac, 43.09% Impervious, Inflow Depth = 1.14" for 2 Year Storm event Inflow 0.31 cfs @ 12.09 hrs, Volume= 0.023 of Outflow = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Men= 0%, Lag= 0.0 min ' Primary = 0.31 cfs @ 12.09 hrs, Volume= 0.023 of Routing by Dyn-Ston-Ind method, Time Span=0.00-36.00 hrs, dt=0.01 hrs/3 Peak Elev=218.00'@ 12.09 hrs ' Flood Elev=221.70' Device Routino Invert Outlet Devices ' #1 Primary 217.70' 12.0'° x 24.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=217.50' S=0.00837' Cc=0.900 n=0.013 Primary OutFlow Max=0.31 cfs @ 12.09 hrs HW=218.00' TW=215.82' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 0.31 cfs @ 2.34 fps) Summary for Pond DMH A; DMH A Inflow Area = 0.380 ac, 36.66% Impervious, Inflow Depth= 1.00" for 2 Year Storm event Inflow = 0.43 cfs @ 12.08 hrs, Volume= 0.032 of ' Outflow = 0.43 cfs @ 12.08 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.43 cfs @ 12.08 hrs, Volume= 0.032 of t Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 216.72' @ 12.08 hrs Flood Elev= 220.79' ' Device Routin2 Invert Outlet Devices #1 Primary 216.30' 12.0" x 253.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 ' Outlet Invert= 215.29' S= 0.0040 '/' Cc= 0.900 n=0.013 Prirnary OutFiow Max=O.43 cfs @ 12.08 hrs HW=216.72' TW=215.82' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.43 cfs @ 2.03 fps) ' Summary for Pond DMH B: DMH B ' Inflow Area = 0.944 ac, 38.30% Impervious, Inflow Depth = 0.99" for 2 Year Storm event Inflow 1.06 cfs @ 12.08 hrs, Volume= 0.078 of Outflow = 1.06 cfs @ 12.08 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min ' Primary, - 1.06 cfs @ 12.08 hrs, Volume= 0.078 of Routing by Dyn-Ston Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 215.82' @ 12.08 hrs ' Flood Elev=22220' 166 Salem Street, Proposed Conditions Type ///24-hr 2 Year Storm Rainfall=3.10" ' Prepared by Christiansen & Sergi, Inc. Printed 8/512008 HydroCAD{R18.50 s/n 001057 @2007 HVdroCAD Software Solutions LLC Page 38 Device Routinq Invert Outlet Devices #1 a " t Prirnar+ Culvert � - 215.29 12.4 x 33.0 � - ,� long C�.l aert RCP, sq.cut end projecting, Ke 0.500 Outlet Invert=214.80' S= 0,0148 `l' Cc= 0.900 n=0.013 ' Primary OutFlow Max=1.06 cfs @ 12.08 hrs HW=215.82' TW=213.85' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 1.06 cfs @ 2.49 fps) Summary for Pond DP. Detention/Infiltration Basin Inflow Area = 1.180 ac, 30.63% Impervious, Inflow Depth = 0.87" for 2 Year Storm event ' inflow - 1.14 cfs @ 12.08 hrs, Volume= 0.086 of Outflow = 0.35 cfs @ 12.02 hrs, Volume= 0.086 af, Atten=69%, Lag= 0.0 min Discarded 4 0.35 cfs @ 12.02 hrs, Volume= 0.086 of ' Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 ' Peak Elev= 214.03' @ 12.46 hrs Surf.Area= 2,176 sf Storage=,596 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time= 8.1 min (873.5-865.4) Volume Invert Avail.Storage Storage Description #1 213.75' 6,774 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 213.75 2,040 0 0 214.00 2,160 525 525 214.75 2,520 1,755 2,280 ' 216.00 4,670 4,494 6,774 Device Routing Invert Outlet Devices #1 Discarded 213.75' 4.35 cfs Exfiltration when above invert #2 Primary 215.00' 98.0 deg x 2.0'long x 4.58'rise Sharp-Crested VeelTrap Weir C= 2.50 Discarded OutFlow Max=0.35 cfs @ 12.02 hrs HW=213.78' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=213.75' TW=0.00' (Dynamic Tailwater) ' t--2=Sharp-Crested Vee/Trap Weir (Controls 0.00 cfs) Summary for Pond RR1: Roof Runoff Infiltration Area 'I Inflow Area = 0.064 ac,100.00% Impervious, Inflow Depth = 2.87" for 2 Year Storm event Inflow = 0.23 cfs @ 12.01 hrs, Volume= 0.015 of ' Outflow = 0.12 cfs @ 12.23 hrs, Volume= 0.015 af, Atten= 49%, Lag= 12.9 min Discarded = 0.02 cfs @ 12.08 hrs, Volume= 0.015 of Primary = 0.09 cfs @ 12.23 hrs, Volume= 0.001.of ' Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 166 Salem Street, Proposed Conditions TYpe iii 24-hr2 Year Storm Rainfali=3.90" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydreCAD@P,8.50 s/n 001057 @2007 H droCAD Software Solutions LLC Page 39 Peak Elev=225.21'@ 12.23 hrs Surf.Area= 136 sf Storage= 173 cf Plug-Flour detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=41.6 min (794.0- 752.4) Volume Invert Avail Storage Storage Description ' #1 218.80' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) 301 cf Overall -87 cf Embedded=213 cf x 40.0%Voids #2 219.30' 87 cf 33.6„W x 20.0"H x 6.331 Cultec R-180 x 4 inside#1 #3 220.47' 1 cf 0.33D x 10.00'H Vertical Cone/Cylinder ' 173 of Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 218.80 136 0 0 221.01 136 301 301 Device Routing Invert Outlet Devices #1 Discarded 218.80' 7.500 in/hr Exfiltration over Surface area #2 Primary 225.00' 4.0" x 2.0'long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=224.90' S=0.0500 Y' Cc= 0.900 n=0.010 PVC, smooth interior Discarded OutFlow Max=0.02 cfs @ 12.08 hrs HW=220.52' (Free Discharge) '-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.09 cfs @ 12.23 hrs HW=225.21' TW=0.04' (Dynamic Tailwater) t2=Culvert (inlet Controls 0.09 cfs @ 1.56 fps) ' Summary for Pond RR2: Roof Runoff Infiltration Area 2 Inflow Area = 0.015 ac,100.00% Impervious, Inflow Depth = 2.87" for 2 Year Storm event ' Inflow = 0.05 cfs @ 12.01 hrs, Volume= 0.004 of Outflow 0.01 cfs @ 11.93 hrs, Volume= 0.004 af, Atten= 75%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.93 hrs, Volume= 0.004 of Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span= 0.00-36.00 hrs dt 0.01 hrs/3 Peak Eiev= 222.68'@ 12.33 hrs Surf.Area= 76 sf Storage=24 cf ' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.6 min (760.1 -752.4 ) ' Volume Invert Avail.Stora a Storage Description #1 222.00' 50 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) 168 cf Overall-44 cf Embedded= 124 cf x 40.0%Voids #2 222.50' 44 cf 33.6"W x 20.0'H x 6.33'L Cultec R-180 x 2 Inside#1 #3 223.67' 1 cf 0.33'D x 10.00'H Vertical Cone/ finder 94 cf Total Available Storage 166 Salem Street, Proposed Conditions Type 1/124-hr 2 Year Storm Rainfall=3.10" Prepare by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCADC)8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 40 ' Elevation Surf.Area Inc.Store Cum.Store feet' (sq-ft) cubic-feet cubic-feet 222.00 76 0 0 ' 224.21 76 168 168 Device Routing Invert Outlet Devices ' #1 Discarded 222.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 226.10' 4.0" x 2.0'long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=226.00' S=0.0500 T Cc= 0.900 n=0.010 PVC, smooth interior 1 Discarded OutFlow Max=0.01 cfs - @ 11.9 3 hrs HW-222.12 (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=222.00' TW=217.70' (Dynamic Tailwater) t2=Culvert (Controls 0.00 cfs) ' Summary for Pond RR3: Roof Runoff infiltration Area 3 1 Inflow Area = 0.046 ac,100.00% Impervious, Inflow Depth= 2.87" for 2 Year Storm event Inflow 0.16 cfs @ 12.01 hrs, Volume= 0.011 of Outflow = 0.02 cfs @ 11.75 hrs, Volume= 0.011 af, Atten= 86%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.75 hrs, Volume= 0.011 of Primary 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span=0.00-36.00 hrs,dt= 0.01 hrs/3 ' Peak Elev= 215.50'@ 12.46 hrs Surf.Area= 136 sf Storage= 120 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=26.6 min ( 779.0-752.4) Volume Invert Avail.Storage Storage Description #1 214.00' 85 cf Crashed Stone Around Chambers(Prismatic)Listed below(Recalc) 301 cf Overall-87 cf Embedded=213 cf x 40.0%Voids #2 214.50' 87 cf 33.6"W x 20,0"H x UTL Cultec R-180 x 4 Inside#1 #3 215.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 1 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 214.00 136 0 0 216.21 136 301 301 ' Device Routing Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 218.10' 4,0" x 2.0'long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 218.00' S=0.0500'T Cc=0.900 n= 0.010 PVC, smooth interior 166 Salem Strut, Proposed Conditions Type 11124-hr 2 Year Storm Rainfall=3.10" ' Prepared by Christiansen & Sergi, Inc. Printed 815/2008 HyddroCADC 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 41 Discarded - OutFlow Max-0.02 cfs @ 11.75 hrs HW-214.12 ,(Free Discharge). 't -1=Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=214.00' TW=0.00' (Dynamic Tailwater Z-2=Culvert (Controls 0.00 cfs} ( y ) ' Summary for Pond RR4: Roof Runoff Infiltration Area 4 Inflow Area = 0.046 ac,100.00% Impervious, Inflow Depth= 2.87" for 2 Year Storm event Inflow = 0.16 cfs @ 12.01 hrs, Volume= 0.011 of Outflow = 0.02 cfs @ 11.75 hrs, Volume= 0.011 af, Atten= 86%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.75 hrs, Volume= 0.011 of ' Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Ston-Ind method, Time Span= 0.00-36.00 hrs, dt=0.01 hrs/3 ' Peak Elev=215.50' @ 12.46 hrs Surf.Area= 136 sf Storage= 120 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time 26.6 min (779.0-752.4) Volume Invert Avail.Stora a Storage Description #1 214.00' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) 301 cf Overall-87 cf Embedded=213 cf x 40.0%Voids #2 214.50' 87 cf 33.6'W x 20.W H x 6.33'L Cultec R-180 x 4 Inside#1 #3 215.67' 1 cf 0.33'D x 10 00'H Vertical Cone/Cylinder 1 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-f#) (cubic-feet) (cubic-feet) 214.00 136 0 0 216.21 136 301 301 Device Routin2 Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr E41tration over Surface area ' #2 Primary 218.10' 4.0' x 2.0'long Culvert CPP, square edge headwall, Ke=0.500 Outlet Invert=218.00' S= 0.0500'f Cc= 0.900 n=0.010 PVC, smooth interior Discarded OutFlow Max=0.02 cfs @ 11.75 hrs HW=214.12' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=214.00' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Controls 0.00 cfs) 166 Salem Street, Proposed Conditions Type Ill 24-hr 2 Year Storm Rainfall=3.10" ' Prepared by Christiansen &Sergi, Inc. Printed 8/5/2008 H droCAD@ 8.50 &/n001057 @2007 N droCAD Software Solutions LLC Pa e 42 ' Summary for Pond T 1: South Total Inflow area = 0.964 ac, 25.82% Impervious, Inflow Depth = 0.68" for 2 Year Storm event ' Infla•\v 0.70 cfs @ 12.08 hrs, Volume= 0.055 of Primary 0.70 cfs @ 12.08 hrs, Volume= 0.055 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Pond T 2: East Total Inflow Area = 0.378 ac, 12.04% Impervious, Inflow Depth = 0.36" for 2 Year Storm event Inflow = 0.09 cfs @ 12.13 hrs, Volume= 0.011 of ' Primary = 0.09 cfs @ 12.13 hrs, Volume= 0.011 af, Atten=0%, Lag= 0.0 min Routing by Dyn-Ston-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 ' Summary for Pond T 3: North Total Inflow Area = 1.676 ac, 24.29% Impervious, Inflow Depth = 0.08" for 2 Year Storm event ' Inflow 0.07 cfs @ 12.29 hrs, Volume= 0.012 of Primary 0.07 cfs @ 12.29 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Ston-Ind method,Time Span 0.00-36.00 hrs,dt= 0.01 hrs 13 166 Salem Street, Proposed Conditions Type 11124-hr 10 Year Storm Rainfall=4.54" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 43 ' Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Star-Ind method ' Subcatchment 1: South Runoff Area=39.221 sf 20.56%impervious Runoff Depth=1.60" Flow Length=120' Tc=4.6 min CN=69 Runoff=1.72 cfs 0.120 a€ ' Subcatchment 2: East Runoff Area=14.500 sf 0.00% Impervious Runoff Depth=1.08" Flow Length=195' Tc=6.4 min CN=61 Runoff=0.36 cfs 0.030 of Subcatchment 3.1:Area Contributing to Catch Runoff Area=7,745 sf 43.09% Impervious Runoff Depth=2.21" Flow Length=135' Tc=5.0 min CN=77 Runoff--0.48 cfs 0.033 a€ Subcatchment 3.2: Area Contributing to Catch Runoff Area=8,809 sf 31.00% Impervious Runoff Depth=1.82" Flow Length=190' Tc=5.1 min CN=72 Runoff--0.44 cfs 0.031 of Subcatchment 3.3:Area Contributing to Catch Runoff Area=13.514 sf 33.66%Impervious Runoff Depth=1.90" ' Flow Length=155' Tc=3.1 min CN=73 Runoff-0.76 cfs 0.049 of Subcatchment 3.4: Area Contributing to Catch Runoff Area=10.395 sf 43.09% Impervious Runoff Depth=2.21" ' Flow Length=200' Tc=6.0 miry CN=77 Runoff--0.62 cfs 0.044 of Subcatchment 3.5:Area Contributing to Runoff Area=10.286 sf 0.00%Impervious Runoff Depth=1.08" Flow Length=65' Tc=2.5 min CN=61 Runoff=0.30 cfs 0.021 of Subcatchment 3.6: North Runoff Area=19.605 sf 0.00% Impervious Runoff Depth=0.90" Flow Length=150' Tc--7.5 min CN=58 Runoff=0.37 cfs 0.034 at ' Subcatchment R1: Roof 4 Runoff Area=2,779 sf 100.00% Impervious Runoff Depth=4.26" Tc=1.0 min CN=98 Runoff=0.33 cfs 0.023 of Subcatchment R2: Roof 2 Runoff Area=648 sf 100.00% Impervious Runoff Depth=4.26" Tc=1.0 min CN=98 Runoff=0.08 cfs 0.005 a€ 1 Subcatchment R3: Roof 3 Runoff Area=1,984 sf 100.00% Impervious Runoff Depth=4.26" Tc--1.0 min CN=98 Runoff=0.24 cfs 0.016 a€ ' Subcatchment R4: Roof 4 Runoff Area=1,984 sf 100.00% Impervious Runoff Depth=4.26" Tc=1.0 min CN=98 Runoff=0.24 cfs 0.016 of Pond CB 1: Catch Basin#'I Peak Elev=217.01' Inflow--0.48 cfs 0.033 of 12.0"x 11.0`Culvert Outflow=0.48 cfs 0.033 of Pond CB 2: Catch Basin#2 Peak Elev=217.01' Inflow--0.44 cfs 0.031 of ' 12.0"x 21.0`Culvert Outflow=0.44 cfs 0.031 of Pond CB 3: Catch Basin#3 Peak Elev=218.16' Inflow--0.76 cfs 0.049 of ' 12,0"x 11.0'Culvert Outflow=0.76 cfs 0.049 of Pond CB 4: Catch Basin#4 Peak Elev=218.14' Inflow=0.62 cfs 0.044 of 12;0"x 24.0'Culvert Out€low=0.62 cfs 0.0444 of 166 Salem Street, Proposed Conditions Tyne 11124-hr 10 Year Storm Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 44 ' Pond DMH A: DMH A Peak Elev=216.96' Inflow=0.91 cfs 0.063 of 12.0"x 253.0'Culvert Outflow=0.91 cfs 0.063 of ' Pond DMH B: DMH B Peak Elev=216.14' Inflow--2.23 cfs 0.156 of 12.0"x 33.0'Culvert Outflow=2.23 cfs 0.156 of Pond DP: Detention/infiltration Basin Peak Elev=214.77' Storage=2,323 cf Inflow--2.52 cfs 0.178 of ' Discarded=0.35 cfs 0.178 of Primary=0.00 cfs 0.000 of Outflow=0.35 cfs 0.178 of Pond RR1: Roof Runoff Infiltration Area 1 Peak Elev=225.77` Storage=173 cf Inflow=0.33 cfs 0.023 of ' Discarded=0.02 cfs 0.019 of Primary=0.33 cfs 0.004 of Outflow=0.35 cfs 0.023 of Pond RR2: Roof Runoff Infiltration Area 2 Peak Elev=223.22' Storage=52 cf Inflow--0.08 cfs 0.005 of ' Discarded=0.01 cfs 0.005 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.005 of Pond RR3: Roof Runoff Infiltration Area 3 Peak Elev=218.32' Storage=173 cf Inflow=0.24 cfs 0.016 of Discarded=0.02 cfs 0.015 of Primary=0.10 cfs 0.001 of Outflow=0.12 cfs 0.016 of ' Pond RR4: Roof Runoff Infiltration Area 4 Peak Elev=218.32' Stara9 a=173 cf Inflow--0.244 cfs 0.016 of Discarded=0.02 cfs 0.015 of Primary=0.10 cfs 0.001 of Outflow=0.12 cfs 0.016 of Pond T 1: South Total Inflow=1.95 cfs 0.124 of Primary=1.95 cfs 0.124 of ' Pond T 2: East Total Inflow=0.38 cfs 0.031 of Primary=0.38 cfs 0.031 of Pond T 3: North Total Inflow--0.42 cfs 0.035 of Primary=0.42 cfs 0.035 of Total Runoff Area=3.018 ac Runoff Volume=0.422 of Average Runoff Depth=1.68" 76.76%Pervious=2.317 ac 23.24%Impervious=0.701 ac 166 Salem Street, Proposed Conditions Type 111 24-hr 10 Year Storm Rainfall=4.50° Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 041057 @2007 H droCAD Software Solutions LLC Page 45 Summary for Subcatchment 1: South Runoff = 1.72 cfs @ 12.07 hrs, Volume= 0.120 af, Depth= 1.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 8,064 98 Paved parking & roofs 31.157 61 >75% Grass cover, Good, HSG B ' 39,221 69 Weighted Average 31,157 Pervious Area 8,064 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 70 0.0900 4.50 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 4.6 120 Total Summary for Subcatchment 2: East Runoff = 0.36 cfs @ 12.11 hrs, Volume= 0.030 af, Depth 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" ' Area (sf) CN Description 14,500 61 >75% Grass cover, Good, HSG B 14,500 Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.7 50 0.0200 0.15 Sheet Flow, Grass Short n= 0.150 P2= 3,10" 0.7 145 0.0600 3.67 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.4 195 Total Summary for Subcatchment 3.1: Area Contributing to Catch Basin #1 Runoff = 0.48 cfs @ 12.08 hrs, Volume 0.033 af, Depth= 2.21" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50 966 Salem Street, Proposed Conditions Type Ill 24-hr 10 Year Storm Ralnfall=4.50" Prepared by Christiansen & Sergi, Inc. Printed 8[5/2008 HydroCAD®8.50 s/n 001057 O 2007 H droCAD Software Solutions LLC page 46 Area (sD CN Description 3,337 98 Paved parking & roofs 4,408 61 >75% Grass cover, Good, HSG B 7,745 77 Weighted Average 4,408 Pervious Area 3,337 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.0350 0.18 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' 0.3 65 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.0 135 Total ' Summa for Subcatch Summary meat 3.2. Area Contributing to Catch Bann #2 Runoff = 0.44 cfs @ 12.08 hrs, Volume= 0.031 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 1 Type III 24-hr 10 Year Storm Rainfall=4.50" Area (so_ CN Description ' 2,731 98 Paved parking & roofs 6,078 61 >75% Grass cover, Good, HSG B 8,809 72 Weighted Average ' 6,078 Pervious Area 2,731 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0300 3.52 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 5.1 190 Total Summary for Subcatchment 3.3: Area Contributing to Catch Basin #3 Runoff = 0.76 cfs @ 12.05 hrs, Volume= 0.049 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" 166 Salem Street, Proposed Conditions Type Ill 24-hr 10 Year Storm Rainfall=4.50" ' Prepared by Christiansen &Sergi, Inc. Printed 8/5/2008 HydroCADej 8.50 s/n 001057 O 2007 H droCAD Software Solutions LLC Page 47 Area (sf) CN Description 4,549 98 Paved parking & roofs 8.965 61 >75% Grass cover, Good, HSG B ' 13,514 73 Weighted Average 8,965 Pervious Area 4,549 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) {cfs) 2.3 50 0.2004 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.2 25 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' 0.6 80 0.0120 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.1 155 Total Summary for Subcatchment 3.4: Area Contributing to Catch Basin #4 Runoff - 0.62 cfs a@ 12.09 hrs, Volume= 0.044 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description ' 4,479 98 Paved parking & roofs 5,916 61 >75% Grass cover, Good, HSG B 10,395 77 Weighted Average 5,916 Pervious Area 4,479 Impervious Area Tc Length Slope Velocity Capacity Description ' __(min) (feet) (ft/ft) (ft/sec) (cfs) , 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2=3.10" ' 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 100 0.0120 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps 6.0 200 Total Summary for Subcatchment 3.5: Area Contributing to Infiltration Basin Runoff = 0.30 cfs1 0 @ 2. 5 hrs,. Volume-- 0.021 af, Depth-- .1.08 ' Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" 166 Salem Street, Proposed Conditions Type 11124-hr 10 Year Storm Rainfall=4.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAD@ 6.50 s/n 001057 C 2007 H droCAD Software Solutions LLC Page 48 Area (sf) CN Description 10,286 61 >75% Grass cover, Good, HSG B 10,286 Pervious Area ' Tc Length Slope Velocity Capacity Description _fmin) (feet) (ft/ft) (ft/sec) (cfs) 2.5 50 0.1600 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 15 0.1700 6.18 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.5 65 Total Summary for Subcatchment 3.6: North ' Runoff = 0.37 cfs @ 12.13 hrs, Volume= 0.034 af, Depth= 0.90" ' Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50 ' Area (sf) CN Description 9,700 55 Woods, Good, HSG B 9,905 61 >75% Grass cover, Good, HSG B ' 19,605 58 Weighted Average 19,605 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" ' 0.9 100 0.1400 1.87 Shallow Concentrated Flow, -- Woodland Kv= 5.0 fps 7.5 150 Total u S mmary for Subcatchment R1: Roof 1 ' Runoff = 0.33 cfs @ 12.01 hrs, Volume= 0.023 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt=0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description _ 2,779 98 Paved parking &roofs ' 2,779 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 a Direct Entry, 1 166 Salem Street, Proposed Conditions Type 11124-hr 90 Year Storm Rainfall=4.50° ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCADC 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 49 ' Summary for Subcatchment R2: Roof 2 Runoff = 0.08 cfs @ 12.01 hrs, Volume 0.005 af, Depth= 4.26° Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-36.00 hrs, dt= 0.01 hrs Type 11124-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 648 98 Paved parking &roofs ' 648 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 1.0 Direct Entry, Summary for Subcatchment R3: Roof 3 ' Runoff = 0.24 cfs@ 12.0 hrs, -1 h , Volume- 0.016 af, Depth- 4.26" ' Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 1,984 98 Paved parking&roofs 1,984 Impervious Area ' Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) ' 1.0 Direct Entry, Summary for Subcatchment R4: Roof 4 ' Runoff = 0.24 cfs @ 12.01 hrs, Volume= 0.016 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 1,984 98 Paved parking & roofs 1,984 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 166 Salem Street, Proposed Conditions Type ///24-hr 10 Year Storm Rainfall=4.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD&8.50 s/n 001057 O 2007 HydroCAD Software Solutions LLC Page 50 Summary for Pond CB 1: Catch Basin #1 i Inflow Area = 0.178 ac, 43.09% Impervious, Inflow Depth = 2.21" for 10 Year Storm event Inflow 0.48 cfs @ 12.08 hrs, Volume= 0.033 of Outflow 0.48 cfs @ 12.08 hrs, Volume= 0.033 af, Atten= 0%u, Lag= 0.0 min Primary = 0.48 cfs @ 12.08 hrs, Volume= 0.033 of Routing by Dyn-Scor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 217.01'@ 12.08 hrs Flood Elev= 220.36' ' Device Routing Invert Outlet Devices #1 Primary 216.36' 12.0" x 11.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 ' Outlet Invert=216.30' S= 0.0055'1' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.48 cfs @ 12.08 hrs HW=217.00' TW=216.96' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.48 cfs @ 1.26 fps) Summary for Pond CB 2: Catch Basin #2 Inflow Area= 0.202 ac, 31.00% Impervious, Inflow Depth= 1.82" for 10 Year Storm event Inflow = 0.44 cfs @ 12.08 hrs, Volume= 0.031 of ' Outflow = 0.44 cfs @ 12.08 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.08 hrs, Volume= 0.031 of Routing by Dyn-Stor-Ind method, Time Span=0.00-36.00 hrs, dt= 0.01 hrs 13 1 Peak Elev= 217.01'@ 12.08 hrs Flood Elev=220.41' ' Device Routing Invert Outlet Devices #1 Primary 216.41' 12.0" x 21.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=216.30' S=0.0052 r Cc--0.900 n= 0.013 Primary OutFlow Max=0.44 cfs @ 12.08 hrs HW=217.01' TW=216.96' (Dynamic Tailwater) 1=Cuivert (Outlet Controls 0.44 cfs @ 1.26 fps) ' Summary for Pond CB 3: Catch Basin #3 Inflow Area = 0.325 ac, 36.70% Impervious, Inflow Depth= 1.81" for 10 Year Storm event ' Inflow 0.76 cfs @ 12.05 hrs, Volume= 0.049 of Outflow 0.76 cfs @ 12.05 hrs, Volume= 0.049 af, Men=0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.05 hrs, Volume= 0.049 of ' Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 218.16'@ 12.05 hrs Flood Elev=221.70' Device Routingv Invert Outlet Devices #1 Primary 217.70' 12.0" x 11.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 ' Outlet Invert=217.50' S=0.0182 '/' Cc= 0.900 n= 0.013 166 Salem Street, Proposed Conditions Type ll/24-hr 10 Year Storm Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 51 ' Primary OutFlow Max=0.76 cfs 12.05 hrs HW=218.16' TW=216.12' (Dynamic a @ Tailw ter) t-1=Culvert (Barrel Controls 0.76 cfs @ 3.18 fps) iSummary for Pond CB 4: Catch Basin #4 Inflow Area = 0.239 ac, 43.09% Impervious, Inflow Depth= 2.21" for 10 Year Storm event Inflow - 0.62 cfs @ 12.09 hrs, Volume= 0.044 of Outflow = 0.62 cfs @ 12.09 firs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Primary = 0.62 cfs @ 12.09 hrs, Volume= 0.044 of ' Routing by Dyn-Scor-Ind method,Time Span= 0.00-36.00 hrs dt= 0.,01 hrs/3 P , Peak Elev=218.14' @ 12.09 hrs ' Flood Elev= 221.70' Device Routing Invert Outlet Devices #1 Primary 217.70' 12.0" x 24.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=217.50' S=0.0083'P Cc=0.900 n= 0.013 Primary OutFlow Max=0.62 cfs @ 12.09 hrs HW=218.14' TW=216.12' (Dynamic Tailwater) ' t-1=Culvert (Barrel Controls 0.62 cfs @ 2.75 fps) Summary for Pond DMH A: DMH A ' Inflow Area = 0.380 ac 36.66°0 '� / Impervious, Inflow Depth -- 2.00 for 10 Year Storm event Inflow = 0.91 cfs @ 12.08 hrs, Volume= 0.063 of Outflow _ 0.91 cfs @ 12.08 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary 0.91 cfs @ 12.08 hrs, Volume= 0.063 of ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 216.96'@ 12.08 hrs Flood Elev= 220.79' tDevice Routing Invert Outlet Devices #1 Primary 216.30' 12A" x 253.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=215.29' S=0.0040'1' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.91 cfs @ 12.08 hrs HW=216.96' TW=216.14' D namic Tailwater ( Y ) t--1=Culvert (Outlet Controls 0.91 cfs @ 2.36 fps) Summary for Pond DMH B: DMH B Inflow Area = 0.944 ac, 38.30% Impervious, Inflow.Depth= 1.99" for 10 Year Storm event Inflow 2.23 cfs @ 12.07 hrs, Volume= 0.156 of Outflow = 2.23 cfs @ 12.07 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min ' Primary = 2.23 cfs @ 12.07 hrs, Volume= 0.156 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev=216.14' @ 12.07 hrs Flood Elev= 222.20' 166 Salem Street, Proposed Conditions Type !1124-hr 10 Year Storm Rainfa11=4.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD@ 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 52 ' Device Routing Invert Outlet Devices #1 Primary 215.29' 12.0" x 33.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 214.80' S= 0.0148'/' Cc= 0.900 n= 0.013 ' Primary OutFlow Max=2.23 cfs @ 12.07 hrs HW=216.14' TW=214.16' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 2.23 cfs @ 3.14 fps) Summary for Pond DP: Detention/Infiltration Basin Inflow Area = 1.180 ac, 30.63% Impervious, Inflow Depth= 1.81" for 10 Year Storm event Inflow = 2.52 cfs @ 12.07 hrs, Volume= 0.178 of Outflow - 0.35 cfs @ 11.82 hrs, Volume= 0.178 af, Atten= 86%, Lag= 0.0 min Discarded = 0.35 cfs @ 11.82 hrs, Volume= 0.178 of ' Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 214.77' @ 12.70 hrs Surf.Area=2,549 sf Storage=2,323 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=48.5 min (892.5-844.0) Volume Invert Avail.Stora a Storage Description #1 213.75' 6,774 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 213.75 2,040 0 0 214.00 2,160 525 525 214.75 2,520 1,755 2,280 ' 216.00 4,670 4,494 6,774 Device Routing Invert Outlet Devices #1 Discarded 213.75' 0.35 cfs ExHitration when above invert ' #2 Primary 215.00' 90.0 deg x 2.0' long x 0.58' rise Sharp-Crested Vee/Trap Weir C= 2.50 Discarded OutFlow Max=0.35 cfs @ 11.82 hrs HW=213.77' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=213.75' TW=0.00' (Dynamic Tailwater) ' t-2=Sharp-Crested Vee/Trap Weir (Controls 0.00 cfs) Summary for Pond RR1: Roof Runoff Infiltration Area 1 ' Inflow Area = 0.064 ac,100.00% Impervious, Inflow Depth = 4.26" for 10 Year Storm event Inflow = 0.33 cfs @ 12.01 hrs, Volume= 0.023 of ' Outflow = 0.35 cfs @ 12.03 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.9 min Discarded = 0.02 cfs @ 11.98 hrs, Volume= 0.019 of Primary = 0.33 cfs @ 12.03 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 166 Salem Street, Proposed Conditions Type ll/24-hr 10 Year Storm Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 HydroCAD Software Solutions LLC Parte 53 Peak Eiev= 225.77'@ 12.03 hrs Surf.Area= 136 sf Storage= 173 cf Plug-Flow detention time= (not calculated:outflow precedes inflow) ' Center-of-Mass det. time= 37.2 min ( 782.4-745.2 ) Volume Invert Avail.Stora a Storage Description ' #1 218.80' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) 301 cf Overall- 87'cf Embedded= 213 cf x 40.0%Voids #2 219.30' 87 cf 33.6'W x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 #3 220.47' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 218.80 136 0 0 221.01 136 301 301 Device Routin2 Invert Outlet Devices #1 Discarded 218.80' 7.500 in/hr Exfiltration over Surface area #2 Primary 225.00' 4.0" x 2.0'long Culvert CPP, square edge headwall, Ke=0.500 Outlet Invert=224.90' S=0.0500T Cc= 0.900 n= 0.010 PVC, smooth interior ' Discarded OutFlow Max=0.02 cfs @ 11.98 hrs HW=220.50' (Free Discharge) t-1=Exfittration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.32 cfs @ 12.03 hrs HW=225.75' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Inlet Controls 0.32 cfs @ 3.69 fps) Summary for Pond RR2: Roof Runoff Infiltration Area 2 Inflow Area = 0.015 ac,100.00% Impervious, Inflow Depth= 4.26" for 10 Year Storm event ' Inflow 0.08 cfs @ 12.01 hrs, Volume= 0.005 of Outflow 0.01 cfs @ 11.79 hrs, Volume= 0.005 af, Atten= 83%, Lag=0.0 min Discarded = 0.01 cfs @ 11.79 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Star-Ind method,Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 223.22'@ 12.43 hrs Surf.Area=76 sf Storage= 52 cf ' Piug-Flow detention time= (not calculated: outflowrecedes inflow) ) Center-of-Mass det. time= 18.7 min (763.9-745.2 ) L ' Volume Invert Avail.Storage Storage Description #1 222.00' 50 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) ' 168 cf Overall-44 cf Embedded= 124 cf x 40.0% Voids #2 222.50' 44 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 2 Inside#1 #3 223.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 94 cf Total Available Storage 166 Salem Street, Proposed Conditions Type///24-hr 10 Year Storm Rainfall=4.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®6,50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 54 ' Elevation Surf.Area Inc.Store Cum-Store (feet) (sq-f#) (cubic-feet) (cubic-feet) 222.00 76 0 0 t224.21 76 168 168 Device Routintt Invert Outlet Devices ' #1 Discarded 222.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 226.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=226.00' S=0.0500 '/' Cc= 0.900 n= 0.010 PVC, smooth interior Discarded OutFlow Max=0.01 cfs @ 11.79 hrs HW=222.12' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=222.00' TW=217.70' (Dynamic Tailwater) t-2=Culvert (Controls 0.00 cfs) Summary for Pond RR3: Roof Runoff infiltration Area 3 Inflow Area = 0.046 ac,100.00% Impervious, Inflow Depth= 4.26" for 10 Year Storm event Inflow 0.24 cfs @ 12.01 hrs, Volume= 0.016 of Outflow = 0.12 cfs @ 12.18 hrs, Volume= 0.016 af, Atten=48%, Lag= 9.9 min Discarded = 0.02 cfs @ 12.06 hrs, Volume= 0.015 of Primary 0.10 cfs @ 12.18 hrs, Volume= 0.001 of Routing by Dyn-Stor-Ind method, Time Span=0.00-36.00 hrs, dt=0.01 hrs 13 Peak Elev= 218.32'@ 12.18 hrs Surf.Area= 136 sf Storage= 173 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=40.4 min (785.6-745.2} Volume Invert Avail.Stora a Storage Description #1 214.00' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below (Recalc) 301 cf Overall- 87 cf Embedded=213 cf x 40.0%Voids #2 214.50' 87 cf 33.6'W x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 #3 215.67' 1 cf 0.33'D x 10.00'H Vertical Cone/ finder 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store 1 _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 214.00 136 0 0 216.21 136 301 301 Device Routinq Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 218.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=218.00' S=0.0500T Cc= 0.900 n= 0.010 PVC, smooth interior 166 Salem Street, Proposed Conditions Type 11124-hr 10 Year Storm Rainfall=4.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAD®8.50 s/n 001057 02007 H droCAD Software Solutions LLC Page 55 Discarded OutFlow Max=0.02 x 0.02 cfs @ 12.06 hrs HW-- 215.70 (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=0.10 cfs @ 12.18 hrs HW=218.32' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Inlet Controls 0.10 cfs @ 1.61 fps) Summary for Pond RR4: Roof Runoff Infiltration Area 4 Inflow Area = 0.046 ac,100.00% Impervious, Inflow Depth= 4.26" for 10 Year Storm event Inflow = 0.24 cfs @ 12.01 hrs, Volume= 0.016 of Outflow = 0.12 cfs @ 12.18 hrs, Volume= 0.016 af, Atten=48%, Lag= 9.9 min Discarded = 0.02 cfs @ 12.06 hrs, Volume= 0.015 of Primary = 0.10 cfs @ 12.18 hrs, Volume= 0.001 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 218.32'@ 12.18 hrs Surf.Area= 136 sf Storage= 173 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time=40.4 min (785.6-745.2) Volume Invert Avail.Stora a Storage Description #1 214.00' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) 301 cf Overall-87 cf Embedded=213 cf x 40.0%Voids #2 214.50' 87 cf 33.8"W x 20.W H x 6.33'L Cultec R-180 x 4 Inside#1 #3 215.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 214.00 136 0 0 216.21 136 301 301 Device Routing Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 218.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=218.00' S= 0.0500T Cc= 0.900 n= 0.010 PVC, smooth interior ' Discarded OutFlow Max=0.02 cfs @ 12.06 hrs HW=215.70' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.10 cfs @ 12.18 hrs HW=218.32' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Inlet Controls 0.10 cfs @ 1.61 fps) 166 Salem Street, Proposed Conditions Type ///24-hr 10 Year Storm Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 56 ' Summary for Pond T 1: South Total Inflow Area = 0.964 ac, 25.82% Impervious, Inflow Depth = 1.55" for 10 Year Storm event Inflow = 1.95 cfs @ 12.07 hrs, Volume= 0.124 of Primary = 1.95 cfs @ 12.07 hrs, Volume= 0.124 af, Atten= 0%, Lag 0.0 min ' Routing by Dyn-Stor-Ind method,Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Summary for Pond T 2: East Total Inflow Area = 0.378 ac, 12.04% Impervious, Inflow Depth = 0.98" for 10 Year Storm event Inflow = 0.38 cfs @ 12.18 hrs, Volume= 0.031 of Primary = 0.38 cfs @ 12.18 hrs, Volume 0.031 af, Atten=0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-316.00 hrs, dt= 0.01 hrs/3 Summary for Pond T 3: North Total Inflow Area = 1.676 ac, 24.29% Impervious, Inflow Depth = 0.25" for 10 Year Storm event 1 Inflow = 0.42 cfs @ 12.18 hrs, Volume= 0.035 of Primary = 0.42 cfs @ 12.18 hrs, Volume= 0.035 af, Atten= 0%, Lag=0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 1 1 i 1 1 r 166 Salem Street, Proposed Conditions Type 11124-hr 900 Year Storm Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCADQ 8.50 s/n 001057 02007 H droCAD Software Solutions LLC Page 57 ' Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1: South Runoff Area=39.221 sf 20.56% Impervious Runoff Depth=3.11" Flow Length=120' Tc=4.6 min CN=69 Runoff=3.44 cfs 0.233 of ISubcatchment 2: East Runoff Area=14.500 sf 0.00% Impervious Runoff Depth=2.35" Flow Length=195' Tc=6.4 min CN=61 Runoff--0.87 cfs 0.065 of Subcatchment 3.1:Area Contributing to Catch Runoff Area=7,745 sf 43.09% Impervious Runoff Depth=3.92" Flow Length=135' Tc=5.0 min CN=77 Runoff=0.85 cfs 0.058 of Subcatchment 3.2: Area Contributing to Catch Runoff Area=8,809 sf 31.00% Impervious Runoff Depth=3.41" Flow Length=190' Tc=5.1 min CN=72 Runoff=0.83 cfs 0.057 of Subcatchment 3.3: Area Contributing to Catch Runoff Area=13,514 sf 33.66% Impervious RunoffDepth=3.51" i Flow Length=155' Tc=3.1 min CN=73 Runoff=1.42 cfs 0.091 of Subcatchment 3.4: Area Contributing to Catch Runoff Area=10,395 sf 43.09% Impervious Runoff Depth=3.92" Flow Length=200' Tc=6.0 min CN=77 Runoff=1.10 cfs 0.078 of Subcatchment 3.5: Area Contributing to Runoff Area=10.286 sf 0.00% Impervious Runoff Depth=2.35" Flow Length=65' Tc--2.5 min CN=61 Runoff--0.71 cfs 0.046 of Subcatchment 3.6: North Runoff Area=19.605 sf 0.00% Impervious Runoff Depth=2.08 Flow Length=150' Tc=7.5 min CN=58 Runoff--0.98 cfs 0.078 of Subcatchment R1: Roof 1 Runoff Area--2,779 sf 100.00% Impervious Runoff Depth= 6.26" Tc=1.0 min CN=98 Runoff=0.48 cfs 0.033 of Subcatchment R2: Roof 2 Runoff Area=648 sf 100.00% Impervious Runoff Depth=6.26" Tc=1.0 min CN=98 Runoff--O.1 1 cfs 0.008 of Subcatchment R3: Roof 3 Runoff Area=1,984 sf 100.00% Impervious Runoff Depth=6.26" Tc=1.0 min CN=98 Runoff=0.35 cfs 0.024 of 1 Subcatchment R4: Roof 4 Runoff Area=1,984 sf 100.00% Impervious Runoff Depth=6.26" Tc=1.0 min CN=98 Runoff--0.35 cfs 0.024 of Pond CB 1: Catch Basin#1 Peak Elev=217.61' Inflow=0.85 cfs 0.058 of 12.0"x 11.0'Culvert Outflow=0.85 cfs 0.058 of Pond CB 2: Catch Basin#2 Peak EIev=217.60' Inflow=0.83 cfs 0.057 of 12.0"x 21.0'Culvert Outflow=0.83 cfs 0.057 of Pond CB 3: Catch Basin#3 Peak Elev=218.37' Inflow=1.42 cfs 0.091 of 12.0"x 11.0'Culvert Outflow=1,42 cfs 0.091 of Pond CB 4: Catch Basin#t4 Peak EIev=218.31' Inflow=1.10 cfs 0.078 of 12.0"x 24.0'Culvert Outflow=1.10 cfs 0.078 of 166 Salem Street, Proposed Conditions Type 11124-hr 100 Year Storm Rainfall=6.50" ' Prepared by Christiansen & Sergi,Inc. IPrinted 8/5/2008 HydroCAM 8.50 s/n 001057 02007 H droCAD Software Solutions LLC Page 58 Pond DMH A: DMH A Peak Elev=217.56' Inflow=1.68 cfs 0.115 of 12.0"x 253.0'Culvert Outflow=1.68 cfs 0.115 of ' Pond DMH B: DMH B Peak Elev=216.96' Inflow--4.09 cfs 0.284 of 12.0"x 33.0'Culvert Outflow=4.09 cfs 0.284 of Pond DP: Detention/Infiltration Basin Peak Elev=215.33' Storage=4,028 cf Inflow=4.76 cfs 0.330 of 1 Discarded=4.35 cfs 0.265 of Primary=1.34 cfs 0.066 of Outflow=1.69 cfs 0.330 of Pond RR1: Roof Runoff Infiltration Area 1 Peak Elev=226.42' Storage=173 cf Inflow=0.48 cfs 0.033 of ' Discarded=0.02 cfs 0.024 of Primary=0.47 cfs 0.010 of Outflow=0.49 cfs 0.033 of Pond RR2: Roof Runoff Infiltration Area 2 Peak Elev=226.14' Storage=94 cf Inflow=0.11 cfs 0.008 of ' Discarded=0.01 cfs 0.008 of Primary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.008 of Pond RR3: Roof Runoff Infiltration Area 3 Peak Elev=219.45' Storage=173 cf Inflow--0.35 cfs 0.024 of Discarded=0.02 cfs 0.019 of Primary=0.46 cfs 0.004 of Outflow=0.48 cfs 0.024 of Pond RR4: Roof Runoff Infiltration AreaPeak = 9 Storage= 173 E le v 21 .4S Storage-173 cf Inflow--0.35 cfs 0.024 of Discarded=0.02 cfs 0.019 of Primary=0.46 cfs 0.004 of Outflow=0.48 cfs 0.024 of Pond T 1: South Total Inflow=3.76 cfs 0.243 of Primary=3.76 cfs 0.243 of Pond T 2: East Total Inflow--1.16 cfs 0.070 of Primary=1.16 cfs 0.070 of Pond T 3: North Total Inflow--1.98 cfs 0.148 of Primary=1.98 cfs 0.148 of Total Runoff Area =3.018 ac Runoff Volume=0.795 of Average Runoff Depth=3.16 76.76%Pervious=2.317 ac 23.24%Impervious=0.701 ac r 166 Salem Street, Proposed Conditions Type 11124-hr 900 Year Storm Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAD®8.50 s/n 001057 Q 2007 H droCAD Software Solutions LLC Page 59 ' Summary for Subcatchment 1: South Runoff = 3.44 cfs @ 12.07 hrs, Volume= 0.233 af, Depth= 3.11" Runoff b SCS TR-20 m - _ _ = y method, UH-SCS, Time Span 0.00 36.00 hrs, dt- 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" rArea (s)f CN Description 8,064 98 Paved parking & roofs ' 31,157 61 >75% Grass cover, Good, HSG B 39,221 69 Weighted Average 31,157 Pervious Area 8,064 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass; Short n=0.150 P2= 3.10" 0.3 70 0.0900 4.50 Shallow Concentrated Flow, rGrassed Waterway Kv= 15.0 fps 4.6 120 Total ' Summary for Subcatchment 2: East Runoff = 0.87 cfs @ 12.10 hrs, Volume 0.065 af, Depth= 2.35" rRunoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description 14,500 61 >75% Grass cover, Good, HSG B ' 14,500 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 50 0.0200 0.15 Sheet Flow, Grass: Short n=0.150 P2= 3.10" 0.7 145 0.0600 3.67 Shallow Concentrated Flow, Grassed Waterway Kv_= 15.0 fps 6.4 195 Tota( IISummary for Subcatchment 3.1: Area Contributing to Catch Basin#1 Runoff = 0.85 cfs @ 12.07 hrs, Volume= 0.058 af, Depth= 3.92 rRunoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" 1 1 966 Salem Street, Proposed Conditions Typeft/24-hr 100 Year Storm Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 ©2007 HydroCAD Software Solutions LLC Pape 60 Area (sf) CN Description 3,337 98 Paved parking &roofs 4,408 61 >75% Grass cover, Goad, HSG B ' 7,745 77 Weighted Average 4,408 Pervious Area 3,337 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.0350 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0300 2.60 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 0.3 65 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.0 135 Total Summary for Subcatchment 3.2: Area Contributing to Catch Basin #2 ' Runoff = 0.83 cfs @ 12.08 hrs, Volume= 0.057 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfail=6.50" Area (sf) CN Description 2,731 98 Paved parking & roofs 6,078 61 >75% Grass cover, Good, HSG B 8,809 72 Weighted Average ' 6,078 Pervious Area 2,731 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0300 2.60 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 5.1 190 Total Summary for Subcatchment 3.3: Area Contributing to Catch Basin#3 Runoff = 1.42 cfs @ 12.05 hrs, Volume= 0.091 af, Depth= 3.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" 166 Salem Street, Proposed Conditions Type 111 24-hr 900 Year Storm Raintall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 @2007 H droCAD Software Solutions LLC Page 61 ' Area (sf) CN Description 4,549 98 Paved parking & roofs 8,965 61 >75% Grass cover, Good, HSG B ' 13,514 73 Weighted Average 8,965 Pervious Area 4,549 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 50 0.2000 0.37 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.2 25 0.0200 2.12 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 0.6 80 0.0120 2.22 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.1 155 Total ' Summa for Subcatchment 3.4: Area Contributing to Summary g Catch Bann #4 Runoff = 1.10 cfs @ 12.09 hrs, Volume= 0.078 af, Depth= 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description ' 4,479 98 Paved parking & roofs 5,916 61 >75% Grass cover, Good, HSG B 10,395 77 Weighted Average ' 5,916 Pervious Area 4,479 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 50 0.0300 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" ' 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.7 100 0.0120 2.22 Shallow Concentrated Flow, ' Paved Kv=20.3 fps 6.0 200 Total Summary for Subcatchment 3.5: Area Contributing to Infiltration Basin Runoff = 0.71 cfs @ 12.04 hrs, Volume= 0.046 af, Depth= 2.35° ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50° 166 Salem Street, Proposed Conditions Type 111 24-hr 100 Year Storm Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Pape 62 ' Area (sf) CN Description 10,286 61 >75% Grass cover, Good, HSG B 10,286 Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 50 0.1600 0.33 Sheet flow, Grass: Short n= 0.150 P2= 3.10" 0.0 15 0.1700 6.18 Shallow Concentrated Flow, 2.5 65 Total Grassed Waterway Kv= 15.0 fps Summary for Subcatchment 3.6: North Runoff = 0.98 cfs @ 12.12 hrs, Volume= 0.078 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" ' Areas CN Description 9,700 55 Woods, Good, HSG B 9,905 61 >75% Grass cover, Good, HSG B 19,605 58 Weighted Average 19,605 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" 0.9 100 0.1400 1.87 Shallow Concentrated flow, 7.5 150 Total Woodland Kv= 5.0 fps ' Summary for Subcatchment RI: Roof 1 Runoff = 0.48 cfs @ 12.01 hrs, Volume= 0.033 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS,Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description ' 2,779 98 Paved parking & roofs 2,779 Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 1.0 Direct Entry, ■ 966 Salem Street, Proposed Conditions Type l//24-hr 900 Year Storm Rainfall=6.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment R2: Roof 2 Runoff = 0.11 cfs @ 12.01 hrs, Volume= 0.008 af, Depth= 6.26 Runoff by SCS TR-20 method, UH=SCS, Time Span 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description 648 98 Paved parking & roofs 648 Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Summary for Subcatchment R3: Roof 3 Runoff = 0.35 cfs @ 12.01 hrs, Volume= 0.024 af, Depth= 6.26 Runoff by SCS TR-20 method, UH=SCS,.Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" _ Area (sf) CN Description 1,984 98 Paved parking & roofs 1,984 Impervious Area tTc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) ' 1.0 Direct Entry, Summary for Subcatchment 114: Roof 4 ' Runoff 0.35 cfs @ 12.01 hrs, Volume= 0.024 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description 1,984 98 Paved parking & roofs 1,984 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 166 Salem Street, Proposed Conditions Type Ill 24-hr 100 Year Storm Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCADV 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 64 ' Summary for Pond CB 1: Catch Basin #1 -- Inflow Area = 0.178 ac, 43.09% Impervious, Inflow Depth = 3.92" for 100 Year Storm event t Inflow 0.85 cfs @ 12.07 hrs, Volume= 0.058 of Outflow - 0.85 cfs @ 12.07 hrs, Volume= 0.058 A Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.07 hrs, Volume= 0.058 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 217.61' @ 12.07 hrs ' Flood Elev= 220.36' Device Routing Invert Outlet Devices #1 Primary 216.36' 12.0" x 11.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 216.30' S=0.0055'/' Cc= 0.900 n= 0.013 Primary OutFiow Max=0.84 cfs @ 12.07 hrs HW=217.60' TW=217.55' (Dynamic Tailwater) ' t-1=Culvert (Inlet Controls 0.84 cfs @ 1.07 fps) Summary for Pond CB 2: Catch Basin #2 ' Inflow Area = 0.202 ac, 31.00% Impervious, Inflow Depth= 3.41" for 100 Year Storm event Inflow = 0.83 cfs @ 12.08 hrs, Volume 0.057 of ' Outflow _ 0.83 cfs @ 12.08 hrs, Volume= 0.057 af, Atten=0%, Lag= 0.0 min Primary 0.83 cfs @ 12.08 hrs, Volume= 0.057 of Routing by Dyn-Stor-Ind method, Time Span 0.00-36.00 hrs, dt= 0.01 hrs/3 ' Peak Elev= 217.60' @ 12.07 hrs Flood Elev= 220.41' ' Device Routing Invert Outlet Devices #1 Primary 216.41' 12.0" x 21.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=216.30' S=0.0052 'r Cc=0.900 n=0.013 ' Primary OutFlow Max=0.83 cfs @ 12.08 hrs HW=217.59' TW=217.54' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.83 cfs @ 1.06 fps) ' Summary for Pond CB 3: Catch Basin #3 Inflow Area = 0.325 ac, 36.70% Impervious, Inflow Depth= 3.35" for 100 Year Storm event Inflow 1.42 cfs @ 12.05 hrs, Volume= 0.091 of Outflow = 1.42 cfs @ 12.05 hrs, Volume= 0.091 af, Atten= 0%, Lag=0.0 min Primary = 1.42 cfs @ 12.05 hrs, Volume= 0.091 of ' Routing by Dyn-Stor-Ind method, Time Span=0.00-36.00 hrs dt= 0.01 hrs/3 p , Peak Elev= 218.37' @ 12.05 hrs ' Flood Elev= 221.70' Device Routing Invert Outlet Devices ' #1 Primary 217.70' 12.0" x 11.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=217.50' S=0.0182 '/' Cc-- 0.900 n=0.013 166 Salern Street, Proposed Conditions Type 11124-hr 100 Year Storm Rainfall=6.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 H droCAD®&.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Page 65 Primary OutFlow Max=1.42 cfs @ 12.05 hrs HW=218.37' TW=2 ' 16.88 (Dynamic Tailwater) L-1=Culvert (Barrel Controls 1.42 cfs @ 3.58 fps) Summary for Pond CB 4: Catch Basin #4 Inflow Area = 0.239 ac, 43.09% Impervious, Inflow Depth = 3.92" for 100 Year Storm event r Inflow = 1.10 cfs @ 12.09 hrs, Volume= 0.078 of Outflow = 1.10 cfs @ 12.09 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Primary = 1.10 cfs @ 12.09 hrs, Volume= 0.078 of Routing by Dyn-Stor-Ind method, Time Span=0.00-36.00 hrs dt= p 0.01 hrs 13 Peak Elev= 218.31' @ 12.09 hrs tFlood Elev= 221.70' Device Routing Invert Outlet Devices ' #1 Primary 217.70' 12.0" x 24.0'long Culvert RCP, sq.cut end projecting, Ke=0.500 Outlet Invert=217.50' S=0.0083'/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.09 cfs @ 12.09 hrs HW=218.31' TW=216.89' (Dynamic Tailwater) t--1=Culvert (Barrel Controls 1.09 cfs @ 3.13 fps) Summary for Pond DMH A: DMH A ' Inflow Area = 0.380 ac 36.66° - to Impervious, Inflow Depth- 3.65. for 100 Year Storm event Inflow = 1.68 cfs @ 12.08 hrs, Volume= 0.115 of ' Outflow 1.68 cfs @ 12.08 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min Primary 1.68 cfs @ 12.08 hrs, Volume= 0.115 of ' Routing by Dyn-Ston-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 217.56'@ 12.07 hrs Flood Elev= 220.79' 1 Device Routina Invert Outlet Devices #1 Primary 216.30' 12.0" x 253.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=215.29' S=0.0040'/' Cc=0.900 n= 0.013 ' Primary OutFlow Max--1.68 cfs @ 12.08 hrs HW=217.54' TW=216.95' D namic Tailwater) ) t1=Culvert (Outlet Controls 1.68 cfs @ 2.20 fps) ' Summary for Pond DMH B: DMH B Inflow Area= 0.944 ac, 38.30% Impervious, Inflow Depth= 3.61" for 100 Year Storm event Inflow 4.09 cfs @ 12.07 hrs, Volume= 0.284 of Outflow = 4.09 cfs @ 12.07 hrs, Volume= 0.284 af, Atten= 0%, Lag= 0.0 min ' Primary = 4.09 cfs @ 12.07 hrs, Volume= 0.284 of Routing by Dyn-Ston-Ind method, Time Span= 0.00-36.00 hrs, dt=0.01 hrs/3 Peak Elev= 216.96'@ 12.07 hrs Flood Elev= 222.20' 166 Salem Street, Proposed Conditions Type 11124-hr 900 Year Stonn Rainfall=6.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAM 8.50 s/n 001057 @2007 HydroCAD Software Solutions LLC Pape 66 ' Device Routinq Invert Outlet Devices #1 Primary 215.29' 12.0" x 33.0'long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert=214.80' S= 0.0148 '/' Cc= 0.900 n= 0.013 ' Primary OutFlow Max=4.09 cfs @ 12.07 hrs HW=216.96' TW=214.78' (Dynamic Tailwater) t1=Culvert (Inlet Controls 4.09 cfs @ 5.20 fps) ' Summary for Pond DP: Detention/infiltration Basin Inflow Area 1.180 ac, 30.63% Impervious, Inflow Depth = 3.36" for 100 Year Storm event Inflow 4.76 cfs @ 12.06 hrs, Volume= 0.330 of Outflow = 1.69 cfs @ 12.35 hrs, Volume= 0.330 af, Atten=65%, Lag= 17.3 min Discarded = 0.35 cfs @ 11.65 hrs, Volume= 0.265 of Primary 1.34 cfs @ 12.35 hrs, Volume= 0.066 of Routing by Dyn-Star-Ind method, Time Span=0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 215.33' @ 12.35 hrs Surf.Area= 3,516 sf Storage=4,028 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time=63.3 min (889.7-826.5) Volume Invert Avail.Storage Storage Description ' #1 213.75' 6,774 of Custom Stage Data(Prismatic)_Listed below(Recaic) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 213.75 2,040 0 0 214.00 2,160 525 525 214.75 2,520 1,755 2,280 ' 216.00 4,670 4,494 6,774 Device Routing Invert Outlet Devices ' 1 Discarded 213.75' 0.35 cfs ExHitration when above invert #2 Primary 215.00' 90.0 deg x 2.0'long x 0.50'rise Sharp-Crested Vee/Trap Weir C=2.50 Discarded OutFlow Max=0.35 cfs @ 11.65 hrs HW=213.78' (Free Discharge) L1=E41tration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=1.34 cfs @ 12.35 hrs HW=215.33' TW=0,00' (Dynamic Tailwater) L2=Sharp-Crested Vee/Trap Weir (Weir Controls 1.34 cfs @ 1.74 fps) Summary for Pond RRI: Roof Runoff Infiltration Area 1 Inflow Area = 0.064 ac,100.00% Impervious, Inflow Depth = 6.26" for 100 Year Storm event Inflow = 0.48 cfs @ 12.01 hrs, Volume= 0.033 of Outflow = 0.49 cfs @ 12.02 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.2 min Discarded = 0.02 cfs @ 11.84 hrs, Volume= 0.024 of Primary = 0.47 cfs @ 12.02 hrs, Volume= 0.010 of tRouting by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 166 Salem Street, Proposed Conditions Type 11124-hr 100 Year Storm Rainfall=6.50" ' Prepared by Christiansen &Sergi, Inc. Printed 8/5/2008 HydroCADV 8.50 s/n 001057 02007 HydroCAD Software Solutions LLC Page 67 Peak Elev= 226.42' @ 12.02 hrs Surf.Area= 136 sf Storage= 173 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 34.5 min ( 773.9-739.3) Volume Invert Avail.Stora e Storage Description #1 218.80' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) i 301 cf Overall- 87 of Embedded= 213 cf x 40.0%Voids #2 219.30' 87 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 #3 220.47' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 218.80 136 0 0 221.01 136 301 301 ' Device Routing Invert Outlet Devices #1 Discarded 218.80' 7.500 in/hr Exfiltration over Surface area #2 Primary 225.00' 4.0" x 2.0'long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=224.90' S=0.0500'/' Cc= 0.900 n= 0.010 PVC, smooth interior Discarded OutFlow Max=0.02 cfs @ 11.84 hrs HW=220.49' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.46 cfs @ 12.02 hrs HW=226.39' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Inlet Controls 0.46 cfs @ 5.33 fps) Summary for Pond RR2: Roof Runoff Infiltration Area 2 Inflow Area = 0.015 ac,100.00% Impervious, Inflow Depth= 6.26" for 100 Year Storm event Inflow 0.11 cfs @ 12.01 hrs, Volume= 0.008 of Outflow 0.02 cfs @ 12.46 hrs, Volume= 0.008 af, Atten= 85%, Lag= 26.8 min Discarded = 0.01 cfs @ 12.13 hrs, Volume= 0.008 of Primary - 0.00 cfs @ 12.46 hrs, Volume 0.000 of Routing by D n-Stor-Ind method,Time Span= 0.00-36.00 hrs dt=0.01 hrs/3 Y p , Peak Elev=226.14'@ 12.46 hrs Surf.Area= 76 sf Storage=94 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det.time= 39.4 min (778.8-739.3) ' Volume Invert Avail.Stora a Storage Description #1 222.00' 50 cf Crushed Stone Around Chambers(Prismatic)Listed below(Recalc) ' 168 cf Overall-44 cf Embedded= 124 cf x 40.0%Voids #2 222.50' 44 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 2 Inside#1 #3 223.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 94 cf Total Available Storage 166 Salem Street, Proposed Conditions Type 11l 24-hr 900 Year Storm Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD@ 8.50 s/n 001057 @2007 HydroCAD Software Solubons LLC Page 68 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 222.00 76 0 0 224.21 76 168 168 Device Routing Invert Outlet Devices #1 Discarded 222.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 226.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=226.00' S-=0.05007' Cc= 0.900 ' n= 0.010 PVC, smooth interior Discarded OutFlow Max=0.01 cfs @ 12.13 hrs HW=223.68' (Free Discharge) t--1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 12.46 hrs HW=226.14' TW=217.97' (Dynamic Tailwater t-2=Culvert (Inlet Controls 0.00 cfs @ 0.66 fps) ' Summary for Pond RR3: Roof Runoff Infiltration Area 3 Inflow Area 0.046 ac,100.00% Impervious, Inflow Depth= 6.26" for 100 Year Storm event Inflow 0.35 cfs @ 12.01 hrs, Volume= 0.024 of Outflow = 0.48 cfs @ 12.02 hrs, Volume= 0.024 af, Atten=0%, Lag= 0.3 min Discarded = 0A2 cfs @ 11.97 hrs, Volume= 0.019 of Primary 0.46 cfs @ 12.02 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Peak Elev= 219.45'@ 12.02 hrs Surf.Area= 136 sf Storage= 173 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time=36.4 min (775.8-739.3) Volume Invert Avail.Stora a Storage Description #1 214.00' 85 cf Crashed Stone Around Chambers(Prismatic)Listed below(Recalc) 301 cf Overall 87 cf Embedded=213 cf x 40.0%Voids #2 214.50' 87 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 ' #3 215.67' 1 cf 0.33'D x 10.00'H Vertical Cone/Cylinder 173 cf Total Available Storage Elevation Surf.Area 1nc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 214.00 136 0 0 216.21 136 301 301 Device Routing Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area ' #2 Primary 218.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert=218.00' S=0.0500? Cc='0.900 n=0.010 PVC, smooth interior 166 Salem Street, Proposed Conditions Type 11124-hr 100 Year Storm Rainfall-26.50" Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 H droCAD Software Solutions LLC Page 69 ' Discarded - ' OutFlow Max-0.02 cfs @ 11.97 hrs HW-=215.69 (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.45 cfs @ 12.02 hrs HW=219.44' TW=0.00' (Dynamic Tailwater) t-2=Culvert (Inlet Controls 0.45 cfs @ 5.21 fps) Summary for Pond RR4: Roof Runoff Infiltration Area 4 Inflow Area = 0.046 ac,100.00% Impervious, Inflow Depth = 6.26" for 100 Year Storm event Inflow - 0.35 cfs @ 12.01 hrs, Volume= 0.024 of Outflow = 0.48 cfs @ 12.02 hrs, Volume= 0.024 af, Atten= 0%, Lag=0.3 min Discarded = 0.02 cfs @ 11.97 hrs, Volume= 0.019 of Primary = 0.46 cfs @ 12.02 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 ' Peak Elev= 219.45' @ 12.02 hrs Surf.Area= 136 sf Storage= 173 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) ' Center-of-Mass det. time= 36.4 min ( 775.8-739.3) Volume Invert Avail.Stora a Storage Description #1 214.00' 85 cf Crushed Stone Around Chambers(Prismatic)Listed below (Recalc) t301 cf Overall-87 cf Embedded=213 cf x 40.0%Voids #2 214.50' 87 cf 33.6 1!V x 20.0"H x 6.331 Cultec R-180 x 4 Inside#1 #3 215.67' 1 cf 0.33'D x 10.00'H Vertical ConelCylinder 173 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 214.00 136 0 0 216.21 136 301 301 Device Routing Invert Outlet Devices #1 Discarded 214.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 218.10' 4.0" x 2.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 218.00' S=0.0500'1' Cc= 0.900 n= 0.010 PVC, smooth interior Discarded OutFlow Max=0.02 cfs @ 11.97 hrs HW=215.69' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.45 cfs @ 12.02 hrs HW=219.44' TW=0.00' (Dynamic Tailwater) L , t-2=Culvert (Inlet Controls 0.45 cfs @ 5.21 fps) 166 Salem Street, Proposed Conditions Type 11124-hr 100 Year Storm Rainfall=6.50" ' Prepared by Christiansen & Sergi, Inc. Printed 8/5/2008 HydroCAD®8.50 s/n 001057 02007 HydroCAD Software Solutions LLC Page 70 Summary for Pond T 1:South Total Inflow Area = 0.964 ac, 25.82% Impervious, Inflow Depth = 3.02" for 100 Year Storm event Inflow - 3.76 cfs @ 12.06 hrs, Volume= 0.243 of Primary = 3.76 cfs @ 12.06 hrs, Volume= 0.243 af, Atten= 0% Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 Summary for Pond T 2: East Total Inflow Area = 0.378 ac, 12.04% Impervious, Inflow Depth= 2.20" for 100 Year Storm event Inflow = 1.16 cfs @ 12.08 hrs, Volume= 0.070 of ' Primary - 1.16 cfs @ 12.08 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 0.00-36.00 hrs,dt= 0.01 hrs/3 ' Summary for Pond T 3: North Total Inflow Area = 1.676 ac, 24.29% Impervious, inflow Depth = 1.46" for 100 Year Storm event ' Inflow 1.98 cfs @ 12.30 hrs, Volume= 0.148 of Primary 1.98 cfs @ 12.30 hrs, Volume= 0.148 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs/3 i 1 1 1 1 1 1 1 1 1 1 1 Section III: Soils Analysis 1 1 1 1 1 1 1 1 1 1 1 1 ' Stormwater Management R f g Report or "The Captain Nathaniel Berry Homestead", 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: CmB Charlton fine sandy loam, 3 to 8 percent slopes Hydrologic Soil Group B ' Figure 3: Soil Conservation g Service Soil Map shows the portion of the Soil Survey map that includes the project site. ' The results and locations of the testits and infiltration ptests performed on the site are included on Sheet 2 of the Definitive Subdivision Plan. it Q. .0001'r YOOOOOP IK w ,z 1 l a Ake Air j � C� tri a rr �r r� rr rr rr rr r� r rr rr r it �r rr r rr �r rs Section IV: Sediment Forebay Sizing Calculations ' Stormwater Management Report for g p "The Captain Nathaniel Berry Homestead",North Andover,Mass, IV) Sediment Forebay Sizing Calculations The sediment forebays in the detention areas have been designed to accommodate a volume equal to 0.1 inches of runoff times the area within the contributing watershed, as follows: Volume required=0.1 in x 1.68 acres=0.168 acre-inches=6109 cubic feet. Forebay volume provided=680 cubic feet. Section V: n Operation and Maintenance P1 p a a Stormwater Management Report for g P "The Captain Nathaniel Berry Homestead",North Andover,Mass, 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 storinwater 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. R. 7- -7 Town of North Andover Planning Board Application for Watershed Special Permit "'M SEP -3 Please type or print clearly. I.Petitioner: John Cahill °t v ; Petitioner's Address: 166 Salem Street,North Andover,MA 01845 Telephone number. 978-886-0118 2.Owners of the Land: 166 Salem Street Reg&Trust Address: 166 Salem St., North Andover.MAO 1845 Number of years of ownership: 1 year 3.Year lot was created: 1999 4.Is the lot currently on septic or sewer? Sewer If on sewer,please provide date the sewer connection was completed: Appax 2005 5 Description of Proposed Project:_ Construction of new 292 foot long roadway and 3 new single family homes within the Watershed Protection District. Portions of the roadway, one house and a stormwater detention/infiltration basin will be within the non-discharge buffer zone. 6. Description of Premises:— The property currently has a house with outbuildings and a swimming pool on a 2.3 acre lot and a separate wdeveloped 25,000 s.f. lot. 7.Address of Property Being Affected 166 Salem Street Zoning District: R4 Assessors: Map: 37D Lot# 21 Registry of Deeds:Book#: 10952 Page 185 8. Existing Lot: Lot 2 Lot I Lot 2 Lot I Lot Area(Sq.Ft) 100,939 . 25.000 Building Height <35' NA Street Frontage: 202.93' 140.39' Side Setbacks: 45', NA Front Setback- 43' NA Rear Setback-, >200' NA Floor Area Ratio: .043:1 NA Lot Coverage: 6.5% NA 9.Proposed Lot(if applicable): Lot 1A Lot 2A Lot 1A Lot 2A Lot Area(Sq.Ft) 25,000 32,174 Building Height <35' <35' Street Frontage: 164' 243' Side Setbacks: 31' -- 53' Front Setback: 46' 31' Rear Setback: 58' 72' Floor Area Ratio: 0.16:1 0.13:1 Lot Coverage: 160/9 13% Lot 3 Lot 4 Lot 3 Lot 4 Lot Area(Sq.Ft) 25,000 25,000 Building Height: <35' <35' Street Frontage. 151' 155' Side Setbacks: 21' 30' Front Setback: 31' 31' Rear Setback: 55' 34' Floor Area Ratio: 0.14:1 0.14:1 Lot Coverage: 11% 12% 10.Required Lot(as required by Zoning Bylaw): Lot Area(Sq.Ft) 25.000 Building Height_ 35 Street Frontage: 125' Side Setbacks: 20' Front Setback: 30' Rear Setback: 30' Floor Area Ratio: NA Lot Coverage: NA 11.Existing Building(if applicable): Ground Floor(Sq.Ft.) 2263_ #of Floors: 2 Total Sq.Ft. _4376 Height: <i5' Use--single family residence Type of Construction wood frame 12.Proposed Building: Lot 1A Ground Floor(Sq.Ft.)_jZ0�_ #of Floors: 2 Total Sq.Ft. 4 000 Height: <35' Use: single family residence Type of Construction wood frame Lot 3 Ground Floor(Sq.Ft.) 1400 #of Floors: 2 Total Sq.Ft. 3,350 Height: <35' Use: single family residence Type of Construction wood frame Lot 4 Ground Floor(Sq.Ft.) 1400 #of Floors: 2 Total Sq.Ft. 3 350 Leight: <35' Use: single family residence Type of Construction wood frame 13. Has there been a previous application for a Special Permit from the Planning Board on these premises? NO If so,when and for what type of construction? 14.Section of Zoning Bylaw that Special Permit Is Being Requested 4.136 WATERSHED PROTECTION DISTRICT 15.Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form which is the official form of the Planning Board. Every application shall be filed with the Town Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements,as cited herein and in the Planning Board Rules and Regulations may result. a dismissal by the Planning B oard of this application as incomplete. Lp Petitioner's Signature: Print or type name here: J Cahill Owner's Signature: 4 W- Print or type name here: John Cahill 15.Please list title of plans and documents you will be attaching to this application. - Written Documentation Report - Watershed Special Permit Site Plan,Christiansen& Sergi 8/8/08 ALSO REF: Definitive Subdivision Plan, and Storm Water management Report filed for "The Captain Nathaniel Berry Homestead" CHRISTIANSEN & SERGI, INC. PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET,HAVERHILL,MA 01830-6318 (978)373-0310 FAX: (978)372-3960 WATERSHED SPECIAL PERMIT APPLICATION THE CAPTAIN NATHANIEL BERRY.HOMESTEAD IN NORTH ANDOVER, MASSACHUSETTS PREPARED FOR: .JOHN CAHILL 166 SALEM STREET NORTH ANDOVER, MASSACHUSETTS 01845 AUGUST 11,2008 TABLE of CONTENTS: 6. Site Description li. Project Description III. Site Hydrology IV. Written Documentation LIST of FIGURES: - Figure 1: USGS Locus Map - Figure 2: Flood Insurance Rate Map - Figure 3: Town of North Andover Zoning Map PLANS: "Special Permit Plan for"the Captain Nathaniel Berry Homestead" located in North Andover, MA" prepared by Christiansen & Sergi, Inc. dated August 8, 2008. 2 I. Site Description: The subject parcel is located at 166 Salem Street and comprises the "The Captain Nathanial Berry Homestead" Subdivision. The subdivision will include an existing house , a new residential street, two new single family house lots totaling 2.3 acres and an existing undeveloped 25,00 square foot lot. The parcel is approximately 2.9 acres in land area and was created in June 9, 1999, recorded as plan # 1.3511 at the North Essex Registry of Deeds. Soils are described in Section III of the attached Stormwater Management Report. The USGS locus map for this site is shown on the attached Figure 1. The subject parcel is not located in a special Flood hazard Area on Flood Insurance Rate Map Community Panel No. 250098 0006C, as depicted on Figure 2. The subject parcel is wholly located within the Town of North Andover Watershed Protection overlay zoning district as depicted on Figure 3: Town of North Andover Zoning Map. As such, the parcel is subject to the requirements set forth in Section 4.136 of the Town of North Andover Zoning By-Laws. I1. Project Description: The applicant seeks to construct a new 292 foot long roadway and 3 new single family homes within the Watershed Protection District. Portions of the roadway, one house and a stormwater detention/infiltration basin will be within the non-discharge buffer zone. The proposed addition is located outside the Watershed Protection District's 250' Non-Disturbance Zone to Lake Cochichewick and its associated BVW. 111. Site Hydrology Refer to the "Stormwater Management Report" prepared for this project. 3 IV. Written Documentation® In accordance with the Town of North Andover Planning Department's "General Requirements to Be (het for Obtaining a Watershed Special Permit"the applicant offers the following information: 1. encouraging the most appropriate use of the land. The newly created lots are of similar size and configuration to other lots in the neighborhood. The existing lot is currently occupied with a single family dwelling. 2. preventing overcrowding of the land: The existing structure and proposed addition meet or exceed all dimensional requirements of the Residence 4 (R4) zoning district. 3. conserving the value of land and buildings: The existing home on the property will be preserved. The new homes will be designed to compliment the existing area homes in style and stature. 4. lessening the congestion of traffic: The proposed roadway will meet all town standards and it is not anticipated that the three additional homes will contribute to traffic congestion in the area. 5. preventing undue concentration of population: The addition of three single family homes in this area will not cause an undue concentration of population in this area. 6. providing adequate light and air.- The proposed single family home landscaping will be consistent with that in the area and will provide adequate light and air. 7. reducing the hazards from fire and other danger- No significant hazard from fire or other danger is associated with the construction of the proposed addition. 4 8. assisting in the economical provisions of transportation, water, sewerage, schools, and other public facilities: Theed ro os development p p e opment and subsequent sale of new homes will contribute to the tax base in North Andover, and the resulting fees paid for use of transportation, sewerage, etc will assist in the economical provisions of public facilities. 9. controlling the use of bodies of water, including watercourses: No use of a watercourse is proposed. 10. reducing the probability of losses resulting from floods: The parcel is not located within a flood risk zone. The project as proposed will capture and infiltrate all increases in surficial storm water runoff for design storms up to and including the 100-year storm event. As such the project will not contribute to losses resulting from floods. 11. reserving and increasing the amenities of the Town: The project as proposed will not adversely affect the amenities of the Town. In accordance with section 10.31 of Town of North Andover Zoning By- Laws the applicant offers the following information: a. The specific site is an appropriate location for such a use, structure or condition: The subject property is located within the R4 zoning district and currently occupied by a single family dwelling. The proposed residential street, subdivided lots and buildings will meet all requirements for the Subdivision of land in North Andover and the Zoning requirements for R4 for frontage and set backs. b. The use as developed will not adversely affect the neighborhood. The land use associated with the abutting parcels is single family residence within the R4 zoning district. c. There will be no nuisance or serious hazard to vehicles or pedestrians: I 5 No nuisance or serious hazard to vehicles or pedestrians will be introduced by the construction of the proposed roadway, houses and appurtenances. d. Adequate and appropriate facilities will be provided for the proper operation of the proposed use: The applicant is amenable to conditions on the Watershed Special Permit to ensure that there will be proper operation of the proposed use. e. The Special Permit Granting Authority shall not grant any Special permit unless they make specific finding that the use is in harmony with the general purpose and intent of this Bylaw. The applicant requests that the Town of North Andover Planning Board acting as the Special Permit Granting Authority for the Watershed Special Permit find this petition is in harmony with the general purpose and intent of this Bylaw. In accordance with the Town of North Andover Planning Department's "Specific Requirements to Be Met for Obtaining a Watershed Special Permit"the applicant offers the following information: 1. Written certification by a Registered Professional Engineer, or other scientist educated in and possessing extensive experience in the science of hydrology and hydrogeology, stating that there will not be any significant degradation of the quality or quantity of water in or entering Lake Cochichewick. I, Philip G. Christiansen, hereby certify that the work depicted on "Special Permit Plan of Land for "The Captain Nathaniel Berry Homestead" in North Andover,MA" dated August 11, 2008 prepared by Christiansen & Sergi, Inc. will not, as proposed, contribute to any significant degradation of the quality or quantity of water in or entering Lake Cochichewick. k Y �Priilip .`Christiansen, P E Date 1 t r ds 2. Proof that there is no reasonable alternative location outside the Non- Disturbance andlor Non-Discharge Buffer Zones, whichever is 6 applicable, for any discharge, structure, or activity associated with the proposed use to occur. All proposed work is outside the fon-Disturbance buffer zone. The work proposed within the non-disturbance buffer zone cannot be moved outside of the buffer zone due to the area and topographical restraints. 3. Evidence of approval by the lass. Dept. of Environmental Protection (DEP) of any industrial waste water treatment or disposal system or any waste water treatment of system fifteen thousand(15,000) gallons per day capacity. The applicant does not propose any industrial waste water treatment or disposal system or any waste water treatment or disposal system of fifteen thousand gallons per day capacity on site. 4. Evidence that all on-site operations including, but not limited to, construction, waste water disposal, fertilizer applications and septic systems will not create concentrations of Nitrogen in groundwater, greater than the Federal limit at the down gradient property boundary The existing site is served by municipal sanitary sewer and proposed houses will be served by public sewer. As such, the project as proposed will not contribute to increases in concentrations of nitrogen or phosphorus in Lake Cochichewick. 5. Projections of down gradient concentrations of nitrogen, phosphorus and other relevant chemicals at property boundaries and other locations deemed pertinent by the SPGR: See response to item number 4, above. 6. The SPCA may also require that supporting materials be prepared by other professionals including, but not limited to, a registered architect, registered landscape architect, registered land surveyor, registered sanitarian, biologist, geologist, or hydrologist, when in its judgment the complexity of the proposed work warrantees the relevant specific expertise: The applicant will supply additional information as requested by the SPGR. 7 t j/ sop , 5 _ - 4 I� ,:E :seir R _., s, �Pflflg .4-17 a ` F „ 3 , r � m r North 1� Center, Na _ , • , x e 4 — �+ ocu� . r I 3 ° - Al 44 41 e 4Q, Fv t!llP1P1P1 - s i i a kk Name: LAWRENCE Location: 042'41' 11.27" N 071°05'58.4" W Date: 811112008 Caption:THE CAPTAIN NATHANIEL BERRY HOMSTEAD Scale: 1 inch equals 1000 feet NO ANDOVER, MA Copyright(C)1998,Maptech,Inc. Figure 1: USGS Locus Map PLEASANT GRET Ks G / ASTREET t REAT POND � POND ROAD COCHICHGWICK RoaD KE MASSACHUSETTS co zONEx APPROXIMATE SCALE » AVENUE 2 SCf-/�LE• /1 -'— 1000'—± t ZONEX OC, a NATIONAL FLOOD INSURANCE PROGRAM ! O q w J MM M � FIRM, MOOD INSURANCE RATE MAP . DALE STRF�T TOVUl1t OF NORTH ANDOVER, MASSACHUSETTS OESSEX COUNTY PANEL 6 OF 15 ` \ (SEE MAP.INDEX FOR PANELS NOT PRINTED) PANEL LOCATION COMMUNITY-PANEL NUMBER 250098 0006 C CL MAP REVISED: Cn JUNE 2, 1993 w n (D Federal Emergency Management Agency 't3 E, e : ----- TO TOWN OF NORTH ANDOVER ZONING MAP DATE. AUGUST 8, 2008 OZ C/7 f-C I S( Ifs!Y SEN SERV I PROFESSIONAL ENGINEERS D SURVEYORS 160 SUMMER ST. HAVERHILL, MA 01830 TEL, 978-373-0310 Q2006 BY CHRISTIANSEN & SERGI, INC. SCALE. 1 "= 1, 000 'T Pintirp rd• Tn%Atn n$ Rlnr k Anr4r --, 7r.re;-- KA-- FOR REGISTRY USE ONLY FOX HILL ROAD o y t D ROA PONn I ` i o AREA .X rn% � I i ti LOCUS SALEM y \ \ \ \ \ \ STREET \ \ \ \ \ ago �� y yNoz zti� i pALf. �EPIMENTATIyDN \ \ CONTROL &\ �.. `�P` \ \ LIMIT`OF WORK` MARYNS.FHART V I CERTIFY THAT THIS PLAN CONFORMS TO THE RULES AND REGULATIONS OF CEMETERY pe y R��� \ �` \ \ \ , \ \ MAP 37C LOT 17 EDGE OF WETLANDS AS TAKEN THE EGISTER OF DEED5. FROM THE MASS. DEPARTMENT OF Da 0 \ \ z �K ar, a� \ \ \ r &�� 8/8/08 5 N \ \ ENVIRONMENTAL PROTECTION'S J pP pyo � 12" As�� _ 265 ON–LINE WETLAND MAPS DATE \ N \\ \ .0 2 24 LOCUS MAP � :� \ � LO ' \ ` OP FNU. ;s . �\ \`\ ZONING DISTRICT: R4 SCALE: 1 = 1000 f I4 ? . \ ♦ LIMIT OF CONSERVATION BUFFER ZONE Y2\6.0 �` \ \ \ (75 FROM EDGE OF WETLANDS) MIN. LOT AREA = 25,000 S.F. HOUSLEGEN® #150E / ;� N \\ =��25:R \ \ N 2�,� \ N��1� MAPLE \\ \\ MIN. LOT FRONTAGE = 125 FT. \ \ \ UTILITY POLE �� \ ST( ATER �' 1 M \\ r'o� MIN. FRONT SETBACK = 30 FT. -�- �24 Pm °'a v ��` TION/ 1 � LIGHT POST v� \ 8" MAPLE 1 v v v MIN. SIDE SETBACK = 20 FT. 8" PINE, vy\. INFILTRATION BASIN I .� v DRAIN MANHOLE rya PINE N \\ \\ \ \ / ,z" oeL2o �`�' \ ._ MIN. REAR SETBACK = 30 FT. h " MAPLMAPLE CATCH BASIN AND DRAINAGE PIPE A \ iMAPLE FLARED END cft RIP-RAP OUTLET gGew v ,A SSE'SSORS REFERENCE N�F 20" PANE °v 1 N " ouAs_ APLE L/MIT OF NON–DISTURBANCE BUFFER ZONE s SEWER MANHOLE NA NC Y PACE R. T. �� 150 FROM EDGE OF WETLANDS) MAP 370 LOT 45 \ ry / \ 3 \M (150' '`�Sf� / MAP 370 LOT 21 S SEWER PIPE \v \\V ��; � � ��� V\: �'�' FIRE HYDRANT TING / nr �\ ,\ \ 5 \�\` POOLtv \ 1? WATER SHUT OFF LIMIT OF NON–DISCHARGE BUFFER ZONE \ as ti ry � � �`�„ _ A���`��� \ ♦ a I ������ (400 FROM EDGE OF WETLANDS ) 1. THE SUBJECT PARCEL /S LOCATED WITHIN THE TOWN OF D4 WATER VALVE � \ as s. \ o �' l \\; 1\ �\ �` \ ► I I � w NORTH ANDOVER WATERSHED PROTECTION DISTRICT AND ' SUBJECT TO THE REQUIREMENTS OF SECTION 4. 136 OF THE w�-- WATER MAIN \ ��\ y v� \v = 26 0 ► ^ I EXISTING GAS LINE \ \ 'AFLR \ I ^' TOWN OF NORTH ANDOVER ZONING BY-LAWS. pGV d GAS VALVE/GAS SHUTOFF ^' A 1 ► o o � � _ 225.0 \� vv IM �� LDT 2. THE SUBJECT PARCEL WAS CREATED BY A PLAN a2s vvv vv v v N \ 36" PINE � v �� � �,CONIFEROUS TREE � t� � �� A � LO�'`vZA �v ,v�A_ I �, \ ► NIF ENTITLED PLAN OF LAND /N NORTH ANDOVER, MASS. `'� �� DRAWN FOR LEWIS JONES, 166 SALEM STREET, NORTH DECIDUOUS TREE I � � �,_ � A 'P � � � w �- ,,. d v � oL MARY S. HART �� \� � _ J A 1 EXISTING TREE/BRUSH LINE ` tip` ` " MAPLv I \j MAP 370 Lor 1 ANDOVER, MA 01845" DATED JUNE 9 1999 PREPARED BY \\ \ ti '� MERRIMACK ENGINEERING SERVICES, RECORDED AS PLAN / ,i/ EXISTING EDGE OF PAVEMENT WITH CURB \ EXIST/NG �� 3s' BEECH _ \ r, ► v v \ A HOUSE ti� ® v a� v NUMBER 13511 AT THE NORTH ESSEX REGISTRY OF DEEDS. EXISTING SIDEWALK j� \ �� ' 3s" PwE\ /1166 �: x,26 \ V ► V ` `'� 40" PINE t0 TVI FIND. w \v �AA� ?? V ► 1A "i� �� , s \ v J. THE SUBJECT PARCEL WAS PURCHASED BY THE CURRENT EXISTING BARB WIRE FENCE i/ w. 40' PINE \ = 22 a EXISTING WOOD POST FENCE \ OWNER 166 SALEM STREET REALTY TRUST ON OCTOBER 26, 2007. SEE DEED RECORDED IN THE NORTH ESSEX 000000 EXISTING STONE WALL REGISTRY OF DEEDS BO, , ?>s�,;��; �\ � ? � � ,�w� v ► � OK 10952 PAGE 185. (DCDCDCD• EXISTING FIELDSTONE RETAINING WALLLor � 226 „ , 1A ' v 30,. MAFLE 4. THE EDGES OF WETLANDS INDI EXISTING ELEVATION CONTOUR UP V• � „ / � �s" MAPLE CA TED HEREON HAVE BEEN - -206- - ��,�ii �� ��� �� y � � '�' o 126 TAKEN FROM THE MASSACHUSETTS DEPARTMENT OF PROPOSED ELEVATION CONTOUR �138� \� � � ' � 8 �� ? aa� � ► �' � '%/'�'�i/ /�i/ O ?' ?? / v� ' � — - TOP FND. ENVIRONMENTAL PROTECTION'S ON-LINE WETLAND MAPS AS TEST PIT LOCATION /rlir ' ' % �'< ' \ \ - 228.0 N 1 I 1 "�'`•• j;, 5 24" MAPLE � �� v � � ry v � ► FOUND ON THE MASSGIS WEBSITE. THESE LINES Ex PROPOSED UNDERGROUND ��j/ 2 f v ELECTRIC/TELEPHONE/CABLE TV LINES % '��j� ti v� GAR. FLR. REPRESENT THE BEST AVAILABLE LOCATION OF THE EDGES — mss— PROPOSED GAS LINE LIMIT OF NON–DISTURBANCE BUFFER ZONE ��� �� v`v %o��� ,,/��, � / � ,� � �=MtPLE 226,0 ► I ^ OF THE WETLANDS. THESE WETLAND LINES ARE SHOWN TO (150' FROM EDGE OF WETLANDS) ;'� iii, ���';% , ����� �� N i I HOUSE ESTABLISH THE JURSTICTIONAL BUFFER ZONE LINES AS PROPOSED EDGE OF PAVEMENT ' ,;% !, LIMIT OF NON–DISCHARGE BUFFER ZONE ' Ni88 REQUIRED BY SECTION 4. 136 OF THE TOWN OF NORTH UP ry 24" JAPLE I = , j v, ® ► �o (400 FROM EDGE OF WETLANDS) — PROPOSED ROOF RUNOFF INFILTRATION AREA 13as '�; ��, ,,jam/ o 2" APL v I , ANDOVER ZONING BY-LAWS. THESE LINES SHOULD BE /, � ► ^ NSF CONSIDERED TO BE APPROXIMATE AND ARE SHOWN ONLY TO ??4 \ ► N F '�,� '��„ �!,�iiv ii , �?is�. � as ► �a '���///'�� ELLEN & CHARLES ?z /� F 24" M►PLE KEITH & NANCY INDICATE THE APPROXIMATE BUFFER ZONE LIMITS AS THEY FLORINO 0�� �ij�% , SFS �? v 1 MITCHELL RELATE TO THE SUBJECT PROPERTY. THERE IS NO INTENT ;%%%i�� ' ����� � � r �- / O MAP 370 LOT 22 TO ESTABLISH THE STATUTORY LIMITS OF ANY RESOURCE r ,� , ♦ w MAP 37D LOT 40 AREA OR BUFFER ZONE BEYOND THE BOUNDARIES OF THE r , 13x9 ��' ! ' ' SUBJECT PROPERTY. LIMIT OF CONSERVATION BUFFER ZONE 218- (75' FROM EDGE OF WETLANDS) 5. ACCORDING TO FEMA FLOOD INSURANCE RATE MAP �i ii /,�,�i� ►��� � ', , , ,; , COMMUNITY-PA NEL NUMBER 250098 0006 C, THIS SITE /S N F F, /,/// ,, /� j j/ NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA. �r. i/ �. N / it /,���i/iii�i ��-�'�,,7"'_-y yy , PETER DEL VIN & �uP � ARLENE CURRAN f3sa i �� %, j / / ti 6. ALL ELEVATIONS INDICATED HEREON ARE BASED ON THE �• 315 MAP 370 LOT t 9 1929 N.G. V.D. DA TUM. UP Ili/ IJ/ 7. THE TOPOGRAPHICAL AND BOUNDARY SURVEY INFORMATION SHOWN WERE DERIVED FROM A FIELD SURVEY Of. PERFORMED /N NOVEMBER OF 2007. micmEL U Si:Rt31 No. �PECIA L PER _ E PLAN MI T PLA N 40 0 40 80 FT ` Fav �°� � � i �t FOR WATERSHED EDGE OF WETLANDS AS TAKEN SCALE: 1 " = 40' THE CA PTA IN NA THA NIEL FROM THE MASS. DEPARTMENT OF PLANNING BOARD SPECIA L ENVIRONMENTAL PROTECTION'S 14/ TOWN OF NORTH ANDOVERERR ! HOMESTE- A- D '� PERMIT ON–LINE WETLAND MAPS ` PROFESSIONAL ENGINEER LOCA TED IN Sl TE PLA N NORTH ANDOVER .9 MASS. i ��;�'i� RECORD OWNER DATE: AUGUST 8, 2008 `�' 166 SALEM STREET REALTY TRUST ;,,r;>�;vseN n�� & APPLICANT: 166 SALEM STREET No 882-I� c;va� NORTH ANDOVER, MA 01845 REVISIONS: CHRIS T/A NJ E/ Y l h SERGI PROFESSIONAL SURVEYOR/SEERS 160 SUMMER ST. HAVERH/LL, MA SHEET 1 OF 1- DATE P LIP G. CHRISTIANSEIW, P.E. ©2008 BY CHR/STIANSEN & � 0 EL. 978-373-0310 ERGt /NC. DWG. NO. 07039008 FOR REGISTRY USE ONLY FOX HILL ROAD V iu D v" 2 PON ROAD - I ` \1/ \�. o Fpt PO I GR w y LOCUS \ \\ \\ `� •� SALEM D 'p, c-.\ d \ 6� > F / 1 STREET �EPIMENTA MON CONTROL &\ NIF ` I CERTIFY THAT THIS PLAN CONFORMS ,f, �►� o� i `�2_ '1,I(P` \ LIMIT`OF WORK` MARY S. HART \ TO THE RULES AND REGULATIONS OF \ \\ �i� \ THE EG/STER OF DEEDS. RIDGEWOOD Pqq g�E� �, \MAP 37C LOT 17 ` EDGE OF WETLANDS AS TAKEN ( 8/8/08 \ FROM THE MASS. DEPARTMENT OF CEMETERY yc 2K a a, ENVIRONMENTAL PROTECTION'S 0� Q 1 2" ASH � \ \ J� SOP yo N \ \ \ s \ 2�j� f ON-LINE WETLAND MAPS DATE 5 �O G1RG�� \/ O \\ \ ♦ �' .....,, \ 6g`S4:39 4 224\ 3?9 LOCUS Mfi/- \✓// \\ [LO \\ ` 1�� !�\ \ \\\ ?off\ LIMIT OF CONSERVATION BUFFER ZONE ZONING DISTRICT: R4 SCALE. 1 = 1000 t `°� l \ ( ) » \ \ OP FN ` 75' FROM EDGE OF WETLANDS X2\6.o .. \ \ MIN. LOT AREA = 25,000 S.F. HOUSE / ,� _ \ \ �• \ R\ \\ s �1�MAPLE \\ \\ MIN.LOT FRONTAGE = 125 FT. LEGEND #150 1 �2 , \ N 2''` ��, \ \\ \ ao MIN. FRONT SETBACK = 30 FT. 24 P a \ STOR r�oTN% 16' MAPLE 1 v v MIN. SIDE SETBACK = 20 FT. i UTILITY POLE r' ���\ \ \ a" MAPLE \ t LIGHT POST a PANE, �` � !NFlLTRATION BASIN 1 \ 216 - No MIN. REAR SETBACK = 30 FT. DRAIN MANHOLE ;s PINE w r, � �A / 12' DBL. OAK \ ® l �"> ° MAPL A 'a+ �V\ V o ?14 12" MAPLE 1 CATCH BASIN AND DRAINAGE PIPE � �� \ � � 1t� MAPLE � \ \ �'� ` ( � � `�` ��6 NASSESSORS REFERENCE LIMIT OF NON-DISTURBANCE BUFFER ZONE FLARED END & RIP-RAP OUTLET NIF z0' PINE h `�� " , � ��� \�� ��\� � h �� Q-A:) MA"_E ) 0 150' FROM EDGE OF WETLANDS NANCY PACE R. T. sQ SEWER MANHOLE ` � / A\��`���� ' � � �sF� ,� /� � � MAP 370 L 0 T 21 MAP 37D LOT 45 \ ti ��c ,� �� o S SEWER PIPE �� \, • i i NOTES: yy--y-� FIRE HYDRANT POOL LIMIT OF NON-DISCHARGE BUFFER ZONE v �� 4� ���01 "`� / ����� '�' WATER SHUT OFF ?� �, `� ,lO �� % �A�� 0 ,� 1 ' 1 1. THE SUBJECT PARCEL IS LOCATED WITHIN THE TOWN OF (400 FROM EDGE OF WETLANDS) s. o ti / �� �\` ��`�� w NORTH ANDOVER WATERSHED PROTECTION DISTRICT AND D4 WATER VALVE ��ir. / ry ���� \���4� ��� V 1 26 p' SUBJECT TO THE REQUIREMENTS OF SECTION 4. 136 OF THE w-- WATER MAIN N \ 9 �� N v2�MAPLE 2Z ;�� `��' � ' "'� � ,� GA FSR v �' TOWN OF NORTH ANDOVER ZONING BY — G— EXISTING GAS LINE ry � �. v � - ��\� 225 ze, � C � N 225.0 ��`� 2. THE SUBJECT PARCEL WAS CREATED BY A PLAN pd GAS VALVE/GAS SHUTOFF o O _ � .� � � 226- / CONIFEROUS TREE (�36" P N E LOT \. �� L I ENTITLED "PLAN OF LAND IN NORTH ANDOVER, MASS. L D r` 2A NSF �� �� � �`����� � ,� ��� � � MARY S. HART DRAWN FOR LEWIS JONES, 166 SALEM STREET, NORTH ANDOVER MA 01845" DATED JUNE 9 1999 PREPARED BY 1\ ,q �'" DECIDUOUS TREE ry� \ „ MAPLE I \ate MAP 37D LOT 1 ' ' ' EXISTING TREE/BRUSH LINE , v ti MERRIMACK ENGINEERING SERVICES, RECORDED AS PLAN TINH0I SE 36" +3EECH /_ \ \aa \ \ NUMBER 1J511 AT THE NORTH ESSEX REGISTRY OF DEEDS. EXISTING EDGE OF PAVEMENT WITH CURB ( 166 36PINE\ # \ ��6 V \ l \ `�A EXISTING SIDEWALK �, i�;� � , � w �, y� ,�A v i J. THE SUBJECT PARCEL WAS PURCHASED BY THE CURRENT � � � 1 40" PwE � A TCJR END. 22 OWNER, 166 SALEM STREET REALTY TRUST, ON OCTOBER EXISTING BARB WIRE FENCE EXISTING WOOD POST FENCE a 26, 2007: SEE DEED RECORDED IN THE NORTH ESSEX � REGISTRY OF DEEDS, BOOK 10952, PAGE 185. ooc_�000 EXISTING STONE WALL �� ° '' % i�� �s'i/� ''�/ �' �?? � �� ,< A���VA\��? v l � \ - � -226 � OCX EXISTING FIELDSTONE RETAINING WALt ��\yj ' %'//�i i/j v A 0 T o 4. THE EDGES OF WETLANDS INDICATED HEREON HA VE BEEN - -206- - EXISTING ELEVATION CONTOUR UP '' %!�'�/ ",� '' ' 30" MALE '%i%;� �/' . ' �, 6" MAPLE ��„ \ i N TAKEN FROM THE MASSACHUSETTS DEPARTMENT OF � —2226 PROPOSED ELEVATION CONTOUR , v TOP L N ENVIRONMENTAL PROTECTION'S ON—LINE WETLAND MAPS AS TEST PIT LOCATION <// ';, %/%, j \ _ \ 1 = 228.0\ �, /� �� N FOUND ON THE MASSGIS WEBSITE. THESE LINES MAPLE v 1 ti v i REPRESENT THE BEST AVAILABLE LOCATION OF THE EDGES Ex PROPOSED UNDERGROUND % j��; 2 � .. ELECTRIC/TELEPHONE/CABLE TV LINES // � // ,A GAR. FLR. OF THE WETLANDS. THESE WETLAND LINES ARE SHOWN TO / /� ' a `� \,= 226.0 LIMIT OF NON-DISTURBANCE BUFFER ZONE i%i� i/ / t'o �//, � //, , � z6.. MAPLE � � � � HOUSE ESTABLISH THE JURSTICTIONAL BUFFER ZONE LINES AS — GAs— PROPOSED GAS LINE ;% � , ' l LIM1T OF NON-DISCHARGE BUFFER ZONE (150 FROM EDGE OF WETLANDS) //�% �/��i% ��� ��? N REQUIRED BY SECTION 4. 136 OF THE TOWN OF NORTH / �y;` N 24~ h1PLE ( _ #188 7„ ;;`� PROPOSED EDGE OF PAVEMENT UPS (400 FROM EDGE OF WETLANDS) ' �' � � ANDOVER ZONING BY—LAWS. THESE LINES SHOULD BE �� O i%%/ / , ; �-- PROPOSED ROOF RUNOFF INFIt IRA TION AREA � � ��' , , � , �//, �// � , s��tir � � a�� �� � �;, NSF CONSIDERED TO BE APPROXIMATE AND ARE SHOWN ONLY TO NIF "��� ,�//�%i� %//j,`���y �% , 'srq ` �'�� `�o KEITH & NANCY INDICATE THE APPROXIMATE BUFFER ZONE LIMITS AS THEY � �j/�.. �r \ 24" M�PLE ELLEN & CHARLES /- z2o% ��/i;'�� " % , s �� 1 (7 MITCHELL RELATE TO THE SUBJECT PROPERTY. THERE IS NO INTENT FLORINO "/ r �� / MAP 37D LOT 22 TO ESTABLISH THE STATUTORY LIM1TS OF ANY RESOURCE / � -; � ! i�'�; � � AREA OR BUFFER MAP 37D LOT 40 ;!%' „'' � % ZONE BEYOND THE BOUNDARIES OF THE NIN, UP '' ,;'\i % /\ ! SUBJECT PROPERTY. — %/ \;,i, 218- — - LIMIT of CONSERVATION BUFFER ZONE �%% ; / �i/i /�/// ' / 216 a 5. ACCORDING TO FEMA FLOOD INSURANCE RATE MAP (75' FROM EDGE OF WETLANDS) j% ',% j %��/N ' / % COMMUNITY—PANEL NUMBER 250098 0006 C, THIS SITE /S � NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA. NIF vo/101%11 N1 v y PETER DEL VIN & „ � , ,, ` 1390 V /,,< �;� , ��� ;/\ \// i �j; �//i '!'„% '� �i � 6. ALL ELEVATIONS INDICATED HEREON ARE BASED ON THE ARLENE CURRAN v , / �' 1 MAP 370 LOT 19 1929 N.G. V.D. DATUM. / // � A #1391 ' 7. THE TOPOGRAPHICAL AND BOUNDARY SURVEY INFORMATION SHOWN WERE DERIVED FROM A FIELD SURVEY PERFORMED /N NOVEMBER OF 2007. MICHAEL J. SERGI Sl TE PLA N "O.33'Q' SPECIA L PERMI T PLA N fSSt 44 11i s . 0 40 80 FT FOR WATERSHED 14/ SCALE: 1 ” = 40' THE rA P TA IN NA THA NIEL SPECIALEDGE OF WETLANDS AS TAKEN PLANNING BOARD FROM THE MASS. DEPARTMENT OF \ ERR HOMEST EA D " PERMIT ENVIRONMENTAL PROTECTION'S � � � � TOWN OF NORTH ANDOVER PROFESSIONAL ON-LINE WETLAND MAPS APS ENG/NEER LOCATED /N SI TE PLA N NORTH ANDD VER, MASS. ✓ PHIL-f'G. �y� RECORD OWNER166 SALEM STREET REALTY TRUST DATE. AUGUST 8, 2008 y 14/ \4/ -iPJ,30ANseN & APPLICANT: ff CIVIL 166 SALEM STREET 4 NORTH ANDOVER, MA 01845 REVISIONS: � o e �X PROFESSIONAL ENGINEERS _ CHRIS TIA NSEN .� SERGI LAND SURVEYORS DATE 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 1 OF 1 P LIP G. CHRISTIANSEN, P.E. @2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 07039008 \�? N\ ' FOR REGISTRY USE ONLY NIF MARY S. HART \ \ \\ \\ \\ \\ \ NIF \\MAP 37C LOT 17 BARB-WIRE 114. \% \ \ \ \ \ \ \ MAPR37C . LO�R17 \ \.' . \ \ \ \ as a \ FENCE' \ \ \ \ a \a \ \ \ o \ \ \ \ \ a SEDIMENTATION \ rn o \\ \ \ s s \\ \ N \ \\ o CONTROL & \\ \ \ 9s¢' a CA \ h \ LIMIT OF WORK \ \ w 4r\ \ \ \ \\ \ %\ 3?'9 s6• \ ` c, \ N \\ \�/ 224tik � \ 44 \ \ \ LOT \ \ \ \ ?o NF N / � \ \ \ HOUSE _ \ \ \ \ f � \ \ \ N N \ � \ \ � \ l CERTIFY THAT THIS PLAN CONFORMS #150 / �, \ \ \ \ \ \ \ \ \ \ HOUSE i / \ _ R�. \4R. \ N ? \ \\ \ \\ \ TO THE RULES AND REGULATIONS OF #150 / N \ \ ?2,,55 \ \ N r4 a, 1 � \ \ \. THE G/STER 0 DEEDS. 'r� \'/ \ I I \ \ \ , \ \ 2�► STOR ATER \ °' 1 1 \ `"06' / � \\ \ \ \\ \\ 1 YREE/BRUSH \ \ - _ 2 t 6 _ I I \r, ad, \ ti \ ?�8 TION/ \ 1 I I \ \ 818108 \ LINE - 1 \ o / \ INFILTRATION BASIN / \ \� \ \ 1 \ \ 1 \ F, \ - I 1 N DA TE PiQOL 0USEl a ti LOT -2_ NIF N h� I I II I I ARN = 100,939 S F� J \) V o M F NANCY PACE R. T. N NANCY PACE R. T. W I \ . MAP 370 LOT 45 ti� / I 1 \ \ I `� \ TEA(POAARaC ` / I ZONING DISTRICT. R3 / 1 v v ??oma \ /l /l MAP 37D LOT 45 \ / 1 3 E STOCKPILE �'sa / / L4 I I I \ \ / / w I H s \ o� �'� / / MIN. LOT AREA = 25,000 S.F. \ POOL ' I N l\ ??` \ \ :3 I I POOL / N 4? �� l MIN. LOT FRONTAGE = 125 FT. co 1_2ti / I \ ti �, I , MIN. FRONT SETBACK = 30 FT. COBE STONE � l ??�`' � \ \ p � � � ??�s \ / n,� ry � � ??,rte w � I v v I \ v ti �' � titi TOP F#D. i 1 I MIN. SIDE SETBACK = 20 FT. N / PATIO /� l \ \ \ ^ / � I = 226,0 I N MIN. REAR SETBACK = 30 FT. \ N \ REMNANTS \ G_A FLR. OLD Ft' \ � / I225 226- " - GARAGE FOUNDATION 226 225.0 I N1 ASSESSORS REFERENCE _ ' 1-1 I \ DUG WEAL \ \ \ I \ NIF a, \ \ �/ -0T \ Zis 1 \ F/ELDSONE \\ \\ o` I \ MARY S. HART \ Lor\2A /1 \ N �� i II \\ NIF MAP 37D LOT 21 \ f \ \ I \a MAP 37D LOT 1 1 \ nTEMPRARY N �'oL \ MARY S. HART\ \\ J EARTH ST OCKPILE ry \ ti a MAP 370 LOT 1 J \ OCA TION (TYP \ HOUSE — as \, �. \ \ \ a 1 \ \ \ \1 \1 #166 \ 226 \\ \ \ \ \ \ a \ 4 \ HOUSE a� \ 1 a� \ \ 166 10 6 \ \ \ \ \ \ \ TOP FND. \ \ \ \ \ \ 1 \ TOP FND. w / h 2 j \ s \ A \ \ = 226.08 / \ \ \ \ I \ = 226.08 a \ a NCHMARK: I \ \ f \ ?',r_ w CUT SPIKE SET /N \ \ r'a \ / ( ? a1 NCHMARK: ?1 \ ICK£ ? \ I L 0 T / \ 30" MAPLE 1 y \ o \ \ d \\ ?�- d$ CUT SPIKE SET IN ' _ \ ENC \ y�y1�',�� ?,� \ / \\ \ AREA = 25,000 S.F. \ 226- N \ (NGVD 1929)50' �s, \ \ \ y ??t . / 1` \ `2 30"ELEMAPLE 226.50' 4, \ \ ; ,, A \ LOT 1 A \ N , (NGVD 1929) LEGEND \ \ TOP FND. \ '1 s+ UTILITY POLE \ I 1 N 228.0\ N 1 I � LIGHT POST ¢ 8 FIELDSTONE I BENCHMARK: 21 \ \ WALL1\ry \ I 0 DRAIN MANHOLE CUT SP/KE SET IN \ \ \ BENCHMARK: c \ / I GAR. FLR. I I � CATCH BASIN AND DRAINAGE PIPE \ \ I CUT SPIKE SET /N s �� �'a \= 226.0 24 MAPLE \`�. N HOUSE 24 MAPLE l o I HOUSE FLARED END RIP-RAP OUTLET ELEV. = 222.30' � \ I .� arc � 1 (NGVD 1929) UP \\c s'* / ? \ N \ \\ 1 #188 ELEV. = 222.30' UP \ s N \\ l I 18 "+F�, /Y 1 (NGVD 1929) u� 1 I # 8 1388 FIELDSTONE I o g ,�1388 SEWER MANHOLE �\ ,g, �i 1► S� ?, �I \ I RkTA/N/NG WALLS N.111) NIF `\ v'1'c'' ���ST c, 3 \ \ l V NIF •�\ 'a/ `* I ?s\ �o KEITH & NANCY NIF a s °�' l.�.cyTANcF ��4 ?? I N NIF S SEWER PIPE ELLEN & CHARLES ° \ sFy s� KEITH & NANCY FIRE HYDRANT 22 �`' I MITCHELL ELLEN & CHARLES i \ ` \ FLORINO 2zo ' ?? \ �— /� MAP 37DC�LOT 22 FLOR/NO MAP 370 LOT 22 3 � � WATER SHUT OFF MAP 370 LOT 40 BENCHMARK: \ s CUT SP/K£ SET /N o \�' \ `-DUG WELL MAP 37D LOT 40 BENCHMARK: ,Y � ` ® pd WATER VALVE UP �`` CUT SPIKE SET IN _ U. POLE /1589 /1389 - _ U. POLE /1389 UP rr— WATER MAIN ELEV. = 224.44 / — `'�.,,,� 1389 - 218- ELEV. = 224.44 (NGVD 1929) c � • - 216-- J (NGVD 1929) c ` - 218- — C EXISTING GAS LINE c � -216-�_" ry ' � HYDR Nr o \v pd GAS VALVE/GAS SHUTOFF N S ow c CONIFEROUS TREE NIF N �--_ PETER DEL VIN & #1390 ` `� UP �— �_ ! .,ti DEaouous TREE I . . PETER DEL VIN & ARLENE CURRAN \ \\ -- -a #1390 �� ti ARLENE CURRAN MAP 37D LOT 19 J EXISTING TREE/BRUSH LINE uP MAP 37D LOT 19 ♦ ' X 1391 UP EXISTING EDGE OF PAVEMENT WITH CURB #1391 EXISTING SIDEWALK EXISTING CONDITIONS PLAN PROPOSED Sl TE PLAN EXISTING BARB WIRE FENCE 40 0 40 80 FT 40 D 40 80 FT EXISTING WOOD POST FENCE 0000c)o EXISTING STONE WALL SCALE: 1 40' SCALE: 1 40' 0000 EXISTING FIELDSTONE RETAINING WALL " = " = - -206- - EXISTING ELEVATION CONTOUR 226 PROPOSED ELEVATION CONTOUR TEST PIT LOCATION ETC PROPOSED UNDERGROUND ELECTRIC/TELEPHONE/CABLE TV LINES — GAS— PROPOSED GAS LINE FOX HILL ROAD PROPOSED EDGE OF PAVEMENT Lq OAD ( � PROPOSED ROOF RUNOFF INFILTRATION AREA 0 OREAt POND R a rn� NOTES: o�yy cHq�ss�tia USPECIAL PERMI T PLAN w 1. THE TOTAL AREA OF THE LAND TO BE DISTURBED DURING CONSTRUCTION /S 2. 10 1J. 9°.391,91 Ta ACRES. THIS /S LESS THAN THE MAXIMUM ALLOWABLE ACTIVE AREA OF 5 ACRES. °FF FOR EA R TH WORKS ti LOCUS °SURVE o� tt SALEM n T14E CA P TA IN NA THA NIEL 2. THE NET VOLUME OF PROPOSED FILL ON THE SITE /S 1293 C.Y. THE NET o VOLUME OF PROPOSED CUT ON THE SITE IS 3905 C.Y. ZONING BOARD OF APPEALS SPECIAL STREET 3. THE APPROXIMATE VOLUME OF FILL MATERIALS TO BE OBTAINED OFF SITE ARE: TOWN OF NORTH ANDOVER BERR Y HOMESTFA PERMIT yyN �� DACE 631 C.Y. OF GRAVEL BORROW MATERIAL, 172 C.Y. OF DENSE GRADED CRUSHED PROFESSIONAL STONE, AND 240 C.Y. OF BITUMINOUS CONCRETE PAVEMENT, FOR A TOTAL OF 1043 ENG/NEER Sl TE PLA N C.Y. LOCATED /N o . �P �t 2. THE APPROXIMATE VOLUME OF EXCESS EARTH MATERIAL TO BE REMOVED FROM NORTH ANDOVER, MASS off', ��y RIDGEWOOD PQP�R�E THE SITE /S 3905 C.Y. + 1043 C.Y. - 1293 C.Y. = 3655 C.Y. Da O \ CEMETERY y �' '''''"�'�`FN �' RECORD OWNER 166 SALEM STREET REALTY TRUST DATE: SEPTEMBER 3, 2008 J. ALL ELEVATIONS INDICATED HEREON ARE BASED ON THE 1929 N.G.V.D. DATUM. :, , & APPLICANT: 166 SALEM STREET JD�NR % '� AN REVISIONS: ` � 4. THE TOPOGRAPHICAL AND BOUNDARY SURVEY INFORMATION SHOWN WERE DERIVED NORTH DOVER, MA 01845 FROM A FIELD SURVEY PERFORMED /N NOVEMBER OF 2007. LOCUS MAP H S TIA NSEN SERGI PROFESSIONAL SURVEYOR/SEERS 160 SUMMER ST. HAVERH/LL, MA 01830 TEL. 978-373-0310 SHEET 1 OF 1 SCALE: 1 " = 1000'f � �' DATE P P HR/ST/ANSEN, P.E. ©2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 07039008 FOR REGISTRY USE ONLY 1, rox HILL �n ROAD ROAD s� GR�'t PONS s N/F MAS ?Y S. HART 2: r BOOK 2873 PAGE 102 S6' 2? c� i LOCUS MAA 37C LOT 17 SALEM sr o s69•S oy � �% STREET �39'F NOT TO SCALE I CERTIFY� W T THIS PLAN CONFORMS h) ?4,g ^� TO THE RULESAND R£GULATIONSOF X90 ter, �� Da ^ TH£ REGI TER PF EDS. �P RIDGEWOOD PJ �b m3 7 31/0CEMETERY eS0 LOl / 4 mss. �/ / �J�oa oP0 i ='50%, DATE 25,000 SQ. FT. �R 0.5739 ACRES A'�� 4 o TOTAL FR.=151.05 : lb ��, a 09 N/F 12. 15' C.B.A.=I OOX ` NANCY PACE R. T. / r .o� lb W DRAINAGE ZONING DISTRICT: R4 LOCUS MAP BOOK 7423 PAGE 233 1),F 51 .05 ' / Fgs �� EASEMENT SCALE: 1" = 1000'f °� MAP 37D LOT 45 °39 �� ,306 . 3; - s ;s W MIN. LOT AREA = 25,000 S.F. a� o ►- 6=29< •3 p MIN. LOT FRONTAGE = 125 FT. % ° 'opo ` Q0 MIN. FRONT SETBACK = 30 FT. o. POOL �\ o �- MIN. SIDE SETBACK = 20 FT. ?N HOUSE MIN. REAR SETBACK = 30 FT. LEGEND �" �1 I r?��9. "i •� o p GRANITE BOUND TO BE SET ' `� N • LOT 4 p■ ESSEX COUNTY BOUND LEAD PLUG / POOL t �0 3 ® IRON PIPE FOUND L=29.45' w W ti ASSESSO/�.,7 REFERENCE R=30.00' �, �Q ►� 25,000 SQ. FT. h ■ STONE BOUND 6HX6H CENTER HELD LOT � A A 56.15'04" °'. � � �� o O IRON ROD FOUND ��• n 0.5739 ACRES ' � MAP 37D LOT 21 IF 000aoo STONE WALL J •� ^ TOTC.B.A.=IOOX 0 NS. N/F NOW OR FORMERLY OF 32, 174 SQ. FT. o - MARY S. HART /VOTES � O � � � BOOK 2873 PAGE 102 • BARBED WIRE FENCE 0.7386 ACRES rL-- f/ r'1 L=29.45 MAP 18 LOT 24 NO. ANDOVER ASSESSORS REFERENCE TOTAL FR.=226.79 I R=30.00' MAP 37D LOT 1 C.B.A.=f00A� j j o=5s•15'o4" 1. ALL DEEDS FROM THE OWNER OF THE SUBDIVISION 13 75' SHALL RESERVE THE FEE /N ALL STREETS OR WAYS Ap. UTILITY POLE 15.30' SHOWN ON THE SUBDIVISION PLAN, SUCH FEE TO LIGHT Posr / �� h s o3 BE RETAINED BY THE DEVELOPER UNTIL CONVEYED Z 1 1/2 iso sem, w , c� TO THE TOWN. ® DRAIN MANHOLE STORY/ �+ %�W'F.D. �' , 2. BASE FLOOD ELEVA T 0N. ACCORDING TO FEMA CATCH BASIN AND DRAINAGE PIPE M% N NY / 3�3, ; l o FLOOD INSURANCE RATE MAP COMMUNITY-PANEL RED END & RIP-RAP OUTLET l FLA6°• f ry NUMBER 250098 0006 C. THIS SITE /S NOT {SVA/YOM* M.G.L. CH. 41 SEC 81 R °8�9�- � L_52.35; aq N LOT 1 A LOCATED /N A SPECIAL FLOOD HAZARD AREA. SEWER MANHOLE ) R=30.00' SEWER PIPE WAIVERS ARE REQUESTED FROM THE FOLLOWING REQUIREMENTS OF TH� RULES 0=99059,18".��° �8� , '�N 25 000 SQ. FT. AND REGULATIONS GOVERNING THE SUBDIVISION OF LAND IN NORTH A'YDOVER: ?� � FIRE HYDRANT L=41.89; ) 0.5739 ACRES 1 SECTION: 6.8. 1 TABLE /A. THE MINIMUM RIGHT OF WAY FOR A '.00AL _ R=30.00, TOTAL FR.—140.39 • 3 REFERENCE PLA NS ty WATER SHUT OFF RESIDENTIAL STREET /S 50 FEET. .40 FEET /S PROPOSED. '�� -� \ 0=80.00 •,2 C.B.A.=10011 pd WATER VALVE 44i*p - \ � 1. N.E.R.D. PLAN 13511 6�. ;o,.s , �� as.) SIGHT DISTANCE �- 2. 1962 ESSEX COUNTY LAYOUT 2952 2) SECTION. 6.& 1 TABLE /A. THE MINIMUM PAVEMENT WIDTH FORA� LOCAL ?e� ,;� L 26.03' HT DI S ANCE NI ® WATER MAIN RESIDENT/AL STREET /S 26 FEET. 20 FEET /S PROPOSED. ' ly `•�/ o KEITH & NANCY EXISTING GAS LINE <`:c !s°� s, '�4• MITCHELL 3) SECTION 6.9 CURBING. GRANITE CIURBING /S REQUIRED ON ALL �EW o , '?' 29 os�' ?8 F BOOK 3141 PAGE 79 GAS VALVE/GAS SHUTOFF STREETS. NO CURBING /S PROPOSED. `9s? �� 64 S8' N/F �' ,ov --� 4�� >>4. 4 Fqs� MAP 37D LOT 22 REFERENCE DEED CONIFEROUS TREE 4 SECTION 6. 11 SIDEWALKS. SIDEWALKS ARE REQUIRED ON ONE :'IDE OF ELLEN & CHARLES % �,� e 44 ' * R- L=14.38' 1.N.E.R.D. DEED BOOK 10952 PAGE 185 LOCAL STREETS. NO SIDEWALK /S PROPOSED. DECIDUOUS TREE BOOK 6974 PAGE 239 `A'Q�F,Sy� a 2� 'OS •42N \ ' 5 SECTION 6. 18. 1 STREET TREES. STREET TREES ARE REQUIRED T BE MAP 37D LOT 40 a EXISTING TREE/BRUSH LINE LOCATED WITHIN THE STREET RIGHT' OF WAY. THE PROPOSED S REET EXIST/NG EDGE OF PAVEMENT WITH CURB TREES ARE TO BE PLANTED OUTSIDE OF THE RIGHT OF WAY. BENCHMARK (SEE NOTE) EXISTING SIDEWALK l EXISTING BARB WIRE FENCE INDEX EXISTING WOOD POST FENCE N/F PETER DELVIII & SHEET 1 OF 6 COVER SHEET & PLAN OF LOTS EXISTING STONE WALL ARLENE CURT SAN SHEET 2 OF 6 PLAN OF EXISTING CONDITIONS BOOK 4520 PAG! 151 SHEET 3 OF 6 SITE GRADING PLAN EXISTING FIELDSTONE RETAINING WALL MAP 37D LOT SHEET 4 OF 6 PLAN & PROFILE ^w LYD/A LANE SHEET 5 OF 6 CONSTRUCTION DETAILS 206 EXISTING ELEVATION CONTOUR SHEET 6 OF 6 CONSTRUCTION DETAILS PROPOSED ELEVATION CONTOUR BENCHMARK 40 0 40 80 FT S �► TEST PIT LOCATION CUT SPIKE U-POLE k#1389 SCALE: 1" = 40' PROPOSED UNDERGROUND ELEV.=222.44'(NGVD 1929) DEFINITIVE SUBDIVISION PLAN ELECTRIC/TELEPHONE/CABLE TV LINES PROPOSED GAS LINE tt FOR COVER y THE' CAPTAIN NA THA NIEL PROPOSED EDGE OF PAVEMENT SHEET 'APPROVED UNDER THE SUB )/VISION PROFESSr-)NAL PROFESSIONAL LAND BERRY HOMESTEA-10 " TOWN OF NORTH ANDOVER CONTROL LAW UPON CONI 1TIONS"' APPROVED APPLICATION FILED ENGINEk'R SURVEYOR! OFFICE OF THE TOWN CLERK SUBJECT TO COVENANT, LOCATED IN LOTS FINAL PLAN FILED NO.ANDOVER PLANNING B )ARO NORTH ANDOVER, MASS. CONDITIONS SET FORTH /N } �� THIS IS TO CERTIFY THAT ON OF I RECEIVED FROM THE NORTH ANDOVER A COVENANT EXECUTED HEARING DATE �,�y,` 0! ; ., � ��Mlc>u� ssq� DATE: JULY 23, 2008 PLANNING BOARD CERTIFICATION OF ITS �>o- ; fiAl w �; os RECORD OWNER 166 SALEM STREET REALTY TRUST APPROVAL OF THIS PLAN AND THAT DURING BY: PLAN APPROVED �' 2 & APPLICANT: 166 SALEM STREET �'��' � SERGI � REVISIONS: `� v 33191„ NORTH ANDOVER, MA 01845 THE (20) TWENTY DAYS NEXT FOLLOWING I DATED: HAVE RECEIVED NO NOTICE OF ANY APPEAL BOARD OF HEALTH , rr FE S FROM SAID DECISION. ,f—.— AND TO BE RECORDED PRO y._ t® • r �,,.� r,� � � CHRISTIANSEN h SERGI FESSIONAL ENGINEERS APPROVAL LAND SURVEYORS L HEREWITH 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 1 OF 6 CLERK DATE DATE: Pl� P G. CHRIS TIANSEN P.E. MICHAEL J. SERI P.L.S. // ©2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 070390OX LEGEND TEST PIT RESULTS 0- UTILITY POLE DA TE OF TESTS. 3/8108Sao c LIGHT POST SOIL EVAL UA TOR. TONY CAPACHIETTI, CHRISTIANSEN & SERGI, INC. DRAIN MANHOLE \ \ \ \ a-- CATCH BASIN AND DRAINAGE PIPENIF `. FLARED END & RIP-RAP OUTLET TEST PI T 1: TEST P1 T 3: `\ , „.` \ `\ `\ ` \ 0 - 13" A: FINE SANDY LOAM, IOYR3/2 0 - 24" A: FINE SANDY LOAM, IOYR3 2 ` MARY S. HART SQ SEWER MANHOLE 13 - 33" Bw: LOAMY FINE SAND 10YR6 8 24 - 42" Bw: LOA / MAP 37C LOT 17 / MY FINE SAND, 10YR6/8 � \� ;, , � \ S SEWER PIPE 33 - 108" Cl: FINE SAND, 2.5Y6/4 42 - 108" Cl: LOAMY FINE SAND, 2.5Y5/3 N \ \\ \ ao �' '-rJ \ F�E `\ FIRE HYDRANT 108 - 124" C2: FINE SAND, 2.5Y6/4 NO STANDING OR WEEPING GROUNDWATER WATER SHUT OFF ESHWT 0 BELOW 108 (NO MOTTLING) NO STANDING OR WEEPING GROUNDWATER o WV WATER VALVE ESHWT ® 108 (MOTTLING) w-- WATER MAIN TOP ELEV. = 218.0 BOTTOM ELEV. = 209.0 c TOP ELEV. = 216.9 EXISTING GAS LINE BOTTOM ELEV. = 206.6 \ s \ ESHWT ELEV. = BELOW 209.0 ry GAS VALVE GAS SHUTOFF / ESHWT ELEV. = 207.9 � CONIFEROUS TREE HOUSE � \ � \ \ \ \ \ #150 / � \ \, E \ \ \ DECIDUOUS TREE �� �w E \ _ _ A \ \ TEST ? TEST PI T 2• TEST P1 T 4: E , K \ \ PST , EXISTING TREE/BRUSH LINEREE/BRUSH 0 - 13" A: FINE SANDY LOAM, 10YR3/2 0 - 13" A: F/NE SANDY LOAM, 10YR3/2 / ;, \ \ \ \ \ EXISTING EDGE of PAVEMENT WITH CURB 13 - 36" Bw: LOAMY FINE SAND, 10YR6/8 13 - 33" Bw: LOAMY FINE SAND, 10YR6 8 ti�� \ V A \LINE \ P r z „ " / :,. . POOL OUSE\ EXISTING SIDEWALK 36 - 116 Cl: FINE SAND, 2.5Y6/4 33 - 120 Cl: FINE SAND, 2.5Y6/4 y \ \ L� \ N - - EXISTING BARB WIRE FENCE � _ _ ,;±� �'��= � � � �' NO STANDING OR WEEPING GROUNDWATER NO STANDING OR WEEPING GROUNDWATER N/F _ ti4 1 1 \ 1 N \ AR = 100,939 S.F. \ o -0--o---0- EXISTING WOOD POST FENCE ESHWT ® BELOW 116" (NO MOTTLING) ESHWT 0 BELOW 120" (NO MOTTLING) NANCY PACE R. T N ! _ \ \ ? \ �c�o EXISTING STONE WALL MAP 37D LOT 45 �• EXISTING FIELDSTONE RETAINING WALL TOP ELEV. = 217.3 TOP ELEV. = 224.2 / , ` ` ago\ \ a,r - -206- - EXISTING ELEVATION CONTOUR BOTTOM ELEV, 207.6 BOTTOM ELEV. = 214.2 r Y; POOL ESHWT ELEV. = BELOW 207.6 ESHWT ELEV. = BELOW 214.2 X226 PROPOSED ELEVATION CONTOUR s. TEST PIT LOCATION COBBJtS�ON j PA TIO LTC PROPOSED UNDERGROUND ELECTRIC/TELEPHONE/CABLE TV LINES Double Rin Infiltrorneter Infiltration Tests N N \ -� " \ \ ` ' / REMNANTS \ \ \ \ - cas- PROPOSED GAS UNEN \ \\ \ o \ \ OF OLD Date of Tests: 3/4/08 \ 226- - - _ FOUNDATION \ \ \a \ \ PROPOSED EDGE OF PAVEMENT \ \ GARAGE \ l\ \ Observation Hole# I 2A 2C 3 14 HYDRANT \ _ DUG WE14 \\ \\ \ \ N/F PROPOSED ROOF RUNOFF INFILTRATION AREA \ % \ \ �, \ Depth of Test 36 3 38 45 3G \ w FIELDStONE � ���' � a ,> MARY S. HART Drop: 0-5 minute 1.75 2 1.5 1.3759' 1.5 \ \ AYIO Drop: 5- 10 minutes 1.75"' 1.5" 1.0" 1.625" 1.5" \ / ` ` a MAP 37D LOT 1 Rate Inch/10 min 3.5" 3.5" 2.5" 3" 3" Rate Ine1T/hr 21"/hr 21"/hr 15"/hr 18"/hr 18"/hr v „ \ \ ���, HOUSE Design Rate: * 10.5'''/hr 10.5"/hr7.5"/hr 9"/hr 9"/hr j,� `� \ 1 - 1 #166 �� r = /i /�/r A fi TOP FMID . Design rate equals observed rate divided by two \ i'i %i \ = 226.08 P rf nne ' / \hNCHMARK. 'Tests e o d b Anthony Ca achietti Christiansen& Seri Inc. �� \ 1CKE � LOT \ ?�� °' CUT SPIKE SET IN ENC \ \ MAPLE g/ay/m/n/6 ! v AREA = 25,000 S.F. > , £LEv. = 226.50 226 \ NGVD 1929 UP 11387 1 FIELDSTONE BENCHMARK: ; /%��// / % ,, \ \ WALL y \ = I CUT SPIKE SET IN 24 MAPLE ��j%°�i /Or;> �.;�j _ E TEST\ \ ELEV. = 222.30' // / > 9 N PIT 4\ > \ y HOUSE (NGVD 1929) UP /� %' , r,' A V #188 1388 FIELDSTONE N�F �� RETAINING WALLS NSF ELLEN & CHARLES / / i ,/ , _ \ asp N KEITH & NANCY FLORINO / /�% ` \ MITCHELL MAP 37D LOT 22 MAP 370 LOT 40 BENCHMARK.- CUT ENCHMARK:CUT SPIKE SET 1N U. POLE 1DUG WELL 1389 11389 /���i r r ELEV. = 224.44' (NGVD 1929) '����� %i%/%� - - Zia- mW 18- / � / �/i NIF u PETER DEL VIN & UP 11390 ARLENE CURRAN �✓/, ,; !�i%r�/i �,,,, ,,,,�/� ti���i,�� MAP 37D LOT 19 UP EXISTING CONDITIONS PLAN 40 0 40 80 FT SCALE. 1" = 40' .00F MAS , Sg DEFINI Tl VE SU DDI VISION PLA N a`" FOR 44HD$� . ' THE r A P TA IN NA THA NIEL PLA N OF NO MES " �/APPROVED UNDER THE SUBDIVISION PROFESSIONAL BERR I TEA D EXISTING CONTROL LAW UPON CONDITIONS ENGINEER CONDITIONS J IONS LOCATED /N NO. ANDOVER PLANNING BOARD _ _ $ NORTH A NDO VER MASS. �F y o� P11aur.G, RECORD OWNER 166 SALEM STREET REALTY TRUST ci-IE IS A` SCIN & APPLICANT. DATE. JULY 23, 2008 Csvf?. �, 166 SALEM STREET NORTH ANDOVER, MA 01845 REVISIONS. 28MK5 ^' \ DI /Rl J / IA NSEN 9 PROFESSIONAL ENGINEERS �h SERGI LAND SURVEYORS 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 2 OF 6 DATE: P IL G. CHRISTIANSEN, P.E. ©2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 07039008 \ \ \ CRUSHED STONE O 0cP \ \`�ao \,��� \V� \ FOREBAY BERM \ \ """ ® ® \ TOP ELEV. X214.75 "1ft ® \ \ (216.0 DURIN& LOT 3 \ CONSTRUCTION) \ \ \� \ SEDIMENT FOREBAY NOTES: \? \ \\ \\ \\ \ \ \ R. . HE 12" R.C. FLARED END f ® r� TOP OF W�=� 216.00 \ 1. THE FOREBAY IS TO BE USED ASA TEMPORARY SEDIMENT TRAP �\ �� _ \ \ \ � ` � N/F INV = 214.80 ® jj-t INV. 2' WIDE VYt/R` = 215.00 DURING CONSTRUCTION. THE CRUSHED STONE BERM AT THE OUTLET \ \\ \\ \ MARY S. HART IS 70 BE INSTALLED UPON THE COMPLETION OF THE ROUGH GRADING \ OF THE DETENTION AREA. THE CRUSHED STONE BERM IS TO BE MAP 37C LOT 17 \'O \ BUILT AND MAINTAINED WITH A TOP ELEVATION OF 216.0 DURING \ \ \a \ lQ 2 ® _ 6' WDE (MIN.) BERM \ CONSTRUCTION. DURING CONSTRUCTION, THE DEPTH OF SEDIMENT /N \ \ \ r't, SEDIMENTATION TOP DF �ERti1 = 216.33 THE FOREBAY is TO BE CHECKED ON A WEEKLY BASIS, AND AFTER N \ \\ o CONTROL & \ \ EVERY STORM, AND THE SEDIMENT SHALL BE REMOVED WHEN IT rn\ \ °` ` \ LIM/T OF 'WORK REACHES A DEPTH OF 1 FOOT. 2 \ \ \ \ \ 2. AFTER ALL UPGRADIENT AREAS CONTRIBUTING TO THE DETENTION \\ \ 22a \ Q RIP-RAP 16 RIP-RAP--- 1- \ AREA HAVE BEEN STABILIZED, ALL ACCUMULATED SEDIMENT AND wo \\ y� \\ \\ \ o \ CLOGGED SOIL IS TO BE REMOVED FROM THE FOREBAY, AND THE <` CRUSHED STONE BERM IS TO BE REBUILT WITH CLEAN STONE TO A \ LO \ lRo TOP ELEVATION OF 114.75. THE BOTTOM AREA OF THE FOREBAY 15 \ v \ ll ki �� \V v \ V A \_ A TO BE RESTORED TO GRADE WITH WELL DRAINED SAND OR GRAVEL V A 9P FN f SEDIMENT 1 j UNDER 3 INCHES OF SANDY LOAM THAT IS TO BE SEEDED WITH NEW lV �T OREBA Y,�i�� � � ENGLAND WETMIX. � � � \ \ _ '1�2\6.0 \ \ PIT \ t�� <: STORMWATER \ HOUSE #150o �J DETENTION/INFILTRATION sroR ATER _ 1 v C� TION/\ - I \ \ \ BASIN 3 ��r�E VAS A 8 INFILTRATION BASIN I- - -2t0 TEST - BOTTOM ,�,� �' A\vv `��� A TE i PIT 2 OF _- � � �� 3 rv- ' � � ���, \��\�� ;� ,� `�ao BASIN 213.75 � ""-'_ N \ \���� N/F N 2 NANCY PACE R. T. 6 SEDIMENTATION ` MAP 370 LOT 45 l \\ \ \��\\ Tr / CONTROL & � .� a. : �\\� \ , \\ \\\�. LlM/T OF WORK � A` TOP D. LOT 4 ® v , 2260 TEST I N PIT GA FLR. \ 2� 225 VA. S 22 6 225 0 \\\ \ \\ 18 \ \\\ 1 I \ l LOT ; v V l \ N/F v Lor\2A MARY S. HART DETENTION/INFILTRATION BASIN DETAIL i v v � TEMPORARY �� v a, MAP 370 LOT 1 �,�: �� EARTH STOCKPILE ry Ir 20 40 FT OCA TION (TYP) v va \ \ 20 0 \ I HOUSE v lk SCALE: 1" = 20' s;i v v \ l;'' c\ ^� :, TOP FND. ,. ,; /,' //�/ A �' � \ _ � � \ 226.08 NCHMARK: CRUSHED STONE CUT SPIKE SET /N FORE84AY BERM 30 0 MAPLE TOP ELEV. = 214.75 22 V . _ 0 --------- --- ------------- 220 \ � %% �/ \ � �?� b y � � � Ec£v 2zs s ' 220 � - ------ � v �:> //��i ; ,' � ,�. 6 100 YEAR PEAK! STORAGE ELEV, = 215.33 v '��/j �/% V \ v 3 / \ LOT 1 f'1 1 � \ v (NGVD 1929) 12 R.C. FLARED ND f0 YEAR PEAK STORAGE ELEV = 2;14.77 6' WDE (MIN.) BERM � / � //i/!', �� vv � \ TOP D BERM = 216.33 UP V' 2� INV = 214.80 SED GRAD '1387 ? PROPOSED � K STORAGE Y R PEAK �i- y: i 100 �; v ND. ;< � TOP F ALONG TOP OF BE 1 M ELEVA JON + 12" MIN.) '' �� - _ _ j// v A i A 1 11 _ - / vv 228.0\ 1 216 s, \ ` \ - 216 � ___ -AX-' �_ _ _ � �,� �' � - .- � ���%/i �ts%/�- v ` � � \ I GAR. FLR. � - i BENCHMARK: i/i � �, EXISTING GRADE �x + + + + + + . + + + + �� %// + +++++ + + +I + BOTTOM OF BASIN = 213.75 /�� EXCAVATE AND REMOVE TOPSOIL AND CUT SPIKE SET IN i� �// .,� �sr 226.0 + + + + + 4 + + - - -- 3:1 SIDE$LOPE (TYP.) x � % � SUBSOIL WHERE FILL IS REQUIRED. 24 MAPLE "' ' /- / \ � Ate, ;_��� � ��' ;y �r 4\ �rte, � HOUSE ONS/S7 OF COMPACTED ELEV = 222.30' v /. ��' v` \v v N �� #188 FILL IS TO " (NGVD 1929) UP -- ---- ---- 12 _ W PLACED IN 12 1388 212 - ----- - - ------- - ---------- ..-------t -�� , , R.C. ON-SITE BORROW ,r PROPOSED GRADE 4.7' i�\'�� C. HEADWALL LIFTS. THE FILL 1S TO BE APPROVED � N/F OP Ofd WALL - 2 r 6.00 8Y THE SUPERVISING ENGINEER PRIOR �� �� j � �� i� v ��� � l�0������F ��� ��� 1 � SEDIMENT FOFEBAY T N/F ` KEITH & NANCY VOL. = 680 C.F. INV 2 WIDE WEIR = 215.00 TO PLACEMENT. PLACE 4" LOAM AND E.S.4 W.T. _ SEED OVER ALL DISTURBED AREAS a/ /, ELLEN & CHARLES ° / �220,// ;, %i � •.� r ��� � t 1 MITCHELL aEco ?Os�O. FLORINO " , '% ' / ii / / ' � �1-�- / � MAP 370 LOT 22 208 MAP 37D LOT 40 BENCHMARK. CUT SPIKE SET IN UP 208 �- +50 0+50 0+75 1+00 1+25 -` U. POLE ,�1389 41389 0+00 0+25 NGVD 192941' ' / % / / -2 f 6- SECTION CROSS HORIZONTAL SCALE: 1" - 20 N/F RT/CAL SCALE: 1 = 4 VE / r/ ' /, / /, //, i/ / i UP NOTES: PETER DEL & 11390 / // %;�//,, ��// /,/. / ,;,; ti% %i /, - �i/ / /j'' R ARLENE CURRAN / / 1. THE SPECIES OF STREET TREES SELECTED SHALL BE A MINIMUM OF FOU MAP 37D LOT 19 DIFFERENT SPECIES FROM THE LIST OF RECOMMENDED STREET TREES BELOW: UP �139i FRAX/NUS ORNUS FLOWERING ASH FRAX/NUS AMERICANA WHITE ASH T/L/A TOMENTOSUM SILVER LINDEN - -------T- ---- --- - ------ --- - -- - -- - -- - _ 228 LIQU/DAMBAR STYRACIFLUA SWEET GUM PLANTANUS ACER/FOL/A - - LONDON PLANETREE ACER CAMPESTRE NORWAY MAPLE 228 1- - ACER SACCHARUM SUGAR MAPLE SITE GRADING PLAN EX/ST/NG GRADE ALONG ALL TREES TO BE PLANTED SHALL HAVE AMIN/MUM HEIGHT OF 8 TO 10 FEET AND 40 0 40 80 FT LINE OF SIGHT - -• SHALL 8E AT LEAST 2-1/2 INCHES IN CALIPER MEASURED 4 FEET ABOVE GROUND " $ W " 224 LEVEL. PLANTING SHALL CONFORM TO THE REQUIREMENTS OF APPENDIX /V TREE +1-- - --- ----- ---------- , 224 '�' ------- -- ---- PLANTING SPECIFICATIONS, OF THE NORTH ANDOVER SUBDIVISION REGULATIONS. t���t �. SCALE: 1' = 40' 3.5' HEIGHT - .r..o-.`.� // 1 Y 3. ALL TREE STUMPS ARE TO BE GROUND IN PLACE OR REMOVED FROM THE SITE. 331111 OF EYE / Q x NO STUMP BURIAL AREAS ARE PROPOSED ON SITE. A FES � L�JyE or GyT w _ _ 220 4. THE APPROXIMATE VOLUME OF FILL MATERIALS TO BE OBTAINED OFF SITE ARE: sum SIGHT DISTANCE IMPROVEMENTS: 220 -- - - --- 631 C.Y. OF GRAVEL BORROW MATERIAL, 172 C.Y. OF DENSE GRADED CRUSHED �\ � I � 3.5' HEIGHT �, THE PROPOSED ELIMINATION OF THE EXISTING RETAINING STONE, AND 240 C.Y. OF 8/TUMINOUS CONCRETE PAVEMENT. OF EYE WALL AND THE RE-GRADING ALONG THE FRONTAGE OF 5. THE APPROXIMATE VOLUME OF EXCESS EARTH MATERIAL TO BE REMOVED FROM D_ _ UNI TI VE SUBDI VISION PLAN PROPOSED w I`' -• • LOT 1A AND THE SHOULDER OF SALEM STREET WILL THE SITE /S 3,655 C.Y. j GRADE ALONG I w _ j 216 RESULT /N SUBSTANTIALLY IMPROVED SIGHT DISTANCE FOR 216 '� _ _ L_INE OF S/GHT _____- +_ _-�------- - --- ALONG SALEM STREET THE SIGHT DISTANCE FROM THE 6. NO BUILD/NG OR STRUCTURE SHALL BE BUILT OR PLACED ON ANY LOT WPTHOUT �c THA NIEL Sl T E ---- ----- - PROPOSED INTERSECTION WILL BE INCREASED TO 275 THE CAPTAIN NA FEET, WHICH /S ADEQUATE FOR SPEEDS UP TO 37 MPH, A PERMIT FROM THE BOARD OF HEALTH, IF SUCH PERMIT IS REQUIRED. AS FOLLOWS: Ps GRADING BERRY HOMESTEAD "APPROVED UNDER THE SUBDIVISION PROFESSIONAL PLAN 212 THE STOPPING SIGHT DISTANCE IS COMPRISED OF THE DISTANCE TO PERCE/VE CONTROL LAW UPON CONDITIONS ENGINEER 212 _ AND REACT TO A CONDITION PLUS THE DISTANCE TO STOP: LOCATED /N - 1 FfG NO. ANDOVER PLANNING BOARD S a ��, NORTH AND 0 VE'R.1 MA SS. �t b co N SSD - 1.47VT + V /30( ) N N N N N N N N N `�' WHERE SSD = REQUIRED STOPPING SIGHT DISTANCE, FT. � RIST'� RECORD OWNER 166 SALEM STREET REALTY TRUST DATE: JULY 23, 2008 � C:FIRISIs;it�:�>�tJ V = SPEED, MPH �, t,l ML & APPLICANT. 166 SALEM STREET REVISIONS: p+00 0+50 1+00 1+50 2+00 2+50 3+OD T T PERCEPTION-REACTION TIME, SEC., TYPICALLY 2.5 SEC. FOR DESIGN ��' '_� NORTH ANDOVER, MA 01845 F COEFFICIENT OF FRICTION, TYPICALLY FOR A POOR, WET PAVEMENT ° - T G = GRADE, DECIMAL. �' PROFESSIONAL ENGINEERS M STREE ��' CHRIS TIA NSEN P/\ SERGI LAND SURVEYORS PROFILE �- LINE DF SIGHT ALONG SALE' SSD = 1.47 37)(2.5) + 37 /30(0.33+.02) 266 FT = . ( 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 3 OF 6 HORIZONTAL SCALE: 1" = 40' DATE: LIP G. CHRNSTlANSEN, P.E. ©2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 07039008 VERTICAL SCALE: 1" = 4' \\� EXISTING 12" WATER MAIN LOT 2A L T STREET FRONTAGE = 226.79' EXISTING SEWER SERVICE UP LOT 2A LOT 3 RADIUS POINT FOR EDGE STREET FRONTAGE = 151.05' OF PAVEMENT EXISTING 4" GAS MAIN s PROPOSED STA 1+55.97, 62.00' LT RADIUS POINT FOR EDGE GARAGE v; STA 0+34.50, \\ EXISTING 12.00 LT OF PAVEMENT = WATER SERVICE EXISTING PROPOSED STA 0+34.50, 52.00' LT v TO BE HOUSE 1166 HOUSE L = 29.45' CENTER POINT OF CUL-DE-SAC = STA 2+32.43 BENCHMARK: DISCONTINUED CUT SPIKE SET IN STA 1+53.97 R 30.00' , 24 MAPLE 12.00' LT d = 56'15'04" L a ELEY. = 222.30' r o �c l STA 0+84.50, STA 1+03.97, UNDERGROUND (NGVD 1929) PROPOSED °�,, r L = 52NEW .35' �> 10.00 LT 10.00' LT ELECTRIC, HANDICAP RAMP TELEPHONE, AND WATER R = 30.00' \ CABLE LINES (TYP.) SERVICE c r 12" R.C. d = 99'59'18" STOP STREET NAME SIGN �` / Y � ,,_ YD �� o s a C FLARED END 1 '3 " 118.33' erc- Erc erc- ETC- ETC NV 214.60 50 I „ " G - # TAPER 0' TAPER _ N20 00 " 8 X 12 TAPPING �., �,.., ,,. �` „,, - o -. - 00 E > . 5 RAiAAG - 41.89' SLEEVE AND 8 ,, ,,,,; - .. � ,- EEA L - ., � , � _ N , GATE VALVE .. ,., y :�. = r ......�. - �,; .. < . ,, R 30.00 � -"" ------~.---�-_- - ,.� : _ „ ,. . , '. .. , - SMH 3 " t2 10 �� �.� CSV 80 QO 42 1389 v W 50 s cas �� PER 50 caS_- cns cns - cas ___ y c9 HANDICAP RAMP o s gas 3 - N 15'32'31 E - 135.95' DRAINAGE EASEMENT SEDIMENT I CB 2 DMH A \ jr W!, �y FOR£BAY II STREET EE GAS MA/N c4 YAV � �o II 12. T o f fr STA 1+03.97, STA O+14.48 w ` 10.00' RT 4 O \ 00 R , EXISTING SMH I " I N I STA 0+64.48, STA 1+55.97, RIM = 219.69 �� 6 PVC SEWER HYDRANT L = 29.45 " I v� ; r� I 10.00 RT 12.00' RT R = 30.00' f INV 8 PVC = 210 I SERVICE (TVP.} I ry d = 56'15'04' STORMWA TER EXISTING 6' PVC f co DETENTION/ RADIUS POINT FOR EDGE SEWER SERVICE \\\ V I ` PROPOSED ^ INFILTRATION \ C� w ^ STA O+14.48, 52.00' RT RADIUS POINT FOR EDGE DRAINAGE EASEMENT \ V I OF PAVEMENT = 3 I i N \�\ 2 STUB S 2 I HOUSE BASIN I Q I cw STA 1+53.97, 62.00' RT f w PROPOSED I \\ o I N o f o HOUSE 1�O \\�� LOT IA LOT 4 N WA TERZ UPA y I SERVICE f v I STREET FRONTAGE = 140.39' STREET FRONTAGE = 155.20' f 113911 I (n,P) DRAINAGE EASEMENT I BENCHMARK: f vv v ' LOT 1 A CUT SPIKE SET IN LOT 4 v v v I f " 30MAPLE I ELEV. = 226.50' I (NGVD 1929) try- \; \ \ ROADWAY & UTILITY PLAN \ \ 40 0 40 80 FT \ SCALE: 1" = 40' RDA D WA Y LA YD U T PLAN 40 0 40 80 FT STA 0+25, 12.14' LT SCALE: 1 " = 40' CB it STA 0+35, 8' LT PVI STA. 1+75.00 RIM = 220.36 DMH A ELEVATION 225.23 INV OUT = 216.36 RIM = 220.79 NOTE: THE ROADWAY CENTERLINE IS MARKED ON THE INV IN = 216.30 CREST STA 1+75.00 GROUND WITH FLAGGED 3' TALL RISERS AT 50' INTERVALS INV OUT = 216.30 ELEVATION 223.88 232 STA 0+25, 10.58' RT _ 232 AND AT STA 2+92.43 (THE END OF THE RIGHT OF WAY). C l2 3.00N -3.00x RIM = 220.41 180.00 VC INV OUT = 2 16.41 200.81' SD 30.00 K-Val �- • N o ,M • \ o � p vi N 228 '� o N EXISTING RIGHT / C4 228 NOTES: O1 SIDELINE GRADE / EXISTING LEFT 4 W SIDELINE GRADE � o 1. ALL DRAINAGE PIPES ARE TO BE 12" REINFORCED a N CONCRETE PIPE UNLESS OTHERWISE NOTED. � � `� • � , w + CB #3 To D H S. 11 LF 12' RCP, s = 0.0+82 2. ALL SEWER PIPES ARE TO BE S" PVC PIPE UNLESS a W �� �' - n N CS 14 TO D H B. 24 LF 12" RCP, S = 0.0083 k W \ -- --- ------ - --- 224 OTHERWISE NOTED. 224 ---- -------_--- - --- -- -- ---- -- ---- ' �/ \ \ 3. THE STATIONS SPECIFIED FOR THE SEWER AND DRAIN o + �3• STA 3+15.7 9.5 RT 4, �j i 96 �r EXISTING PROPOSED \ 12" R.C. FLA ED £ND 0 3.00 CENTERUNE CENTERLINE 5. INV = 214.81 MANHOLES REFERENCE THE CENTERS OF THE STRUCTURES. W GRADE GRADE MIN THE STATIONS SPECIFIED FOR THE CATCH BASINS COVER EDGE OF PAVEMENT ELEVATIONS FOR REFERENCE THE CENTERS OF THE GRATES AT 1.00 FT. OFF 220 THE EDGE OF PAVEMENT. 5 - THE OUTSIDE OF THE CUL-DE-SAC 220 -'�- " CB 1 TO DMH A: 11 LF 12 RCP, S = 0.0055 . \ 4. THE LOCATION OF ALL UNDERGROUND UTILITIES SHOWN CB f2 TO DMH A: 21 LF f2" RCP, S = 0.0052 8 CLDI WATER MAIN - _ �j� ROAD CIL E.0.P. - - HEREON ARE APPROXIMATE AND ARE BASED ON A STATION OFFSET ELEV. COMBINATION OF FIELD LOCATIONS AND COMPILED _ ��, / �•./ , //iii /177777 �i,�� , . �� z16 1+75 16.64 223.38 INFORMATION FROM PLAN'S SUPPLIED BY VARIOUS UTILITY 216 COMPANIES AND GOVERNMENT AGENCIES. IN ACCORDANCE WITH M.G.L. CHAPTER 82 SECTION 40, INCLUDING 2+00 38.05 222.96 2+25 49.44 222.61 AMENDMENTS, ALL CONTRACTORS SHOULD NOTIFY IN WRITING ALL UTILITY COMPANIES AND GOVERNMENT 33 LF 12" RCP, S = 0.0148 2+50 46.81 222.28 AGENCIES PRIOR TO ANY EXCAVATION WORK AND CALL 5 0.01 69 DIG-SAFE AT 1-888-DIG-SAFE. " V0� 212 2+75 26.23 221.86 212 215 � ��i cF ass STA 2+30, 2' LT 2+80. 13 15.00 221.70 MIC EL � ' SMH # J,2+82.43 0.00 222.01 RIM = 23.70 Sip DEFINITIVE SUBDIVISION PLAN Q a4 !r INV OU = 214.00 NO,33 91 8+ 0. 200 208 '` sstoNP� FOR 208 - - STA -0+29, 1.5' LT STA 0+15, 4 LT sra 2+29.13 sra 2+87, 8' Lr EDGE OF PAVEMENT ELEVATIONS FOR asuR ' THE CAP TA IN NA THA NIEL 2 CB 1-3 2.14' LT) DMH B THE INSIDE OF THE CUL-DE-SAC PLAN & SMH ,�1 sMH if` RIM = 219.8 R/M = 220.3 CB f4 (f2.14' RT) NV N (COS) = 217.5 INV /N = 209.58 INV /N = 210.56 RIM = 2 1.70 '4 ti PROFILE INV OUT = 2C9.31 INV OUT = 210.26 INV OUT = 217.LJ INV N (DMH A) = 215. 9 ROAD CIL E.O.P. "'APPROVED UNDER THE SUBDIVISION INV OUT - 21529 PROFESSIONAL BERR Y HOMES TEA D 204 - 204 STATION OFFSET ELEV. CONTROL LAW UPON CONDITIONS„ ENGINEER L YDIA LANE a 0 M I ( ^ ^ ^ N � 2+10.43 0.00 223.67 NO. ANDOVER PLANNING BOARD LOCATED /N ry °� N N N N ry N N N N N N N t N N 2+2$ 20.71 223.34 __=" .�., NORTH A ND O VER, MASS. SS. tv N N N N N N N N N N N N N N N N N N 2+50 13.24 223.00 RECORD OWNER DATE: JULY 23, 2008 �, �3�- 166 SALEM STREET REALTY TRUST 2+54.43 0.00 222.83 o+o0 0+50 1+00 1+50 2+0o z+so 3+00 ,'IN 166 SALEM STREET & APPLICANT: REVISIONS: ���:�� r� NORTH ANDOVER, MA 01845 PROFILE L YDIA LANE ' CHRISTIANSEN h J ERGI PROFESSIONAL LAND SURVEYORS HORIZONTAL SCALE: 1" = 40' � � VERTICAL SCALE: 1" = 4' 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 4 OF 6 DATE: PH G. CHRISTIANSEN, P.E. ©2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 07039008 A D/2 + 2' D/2 + 2' REINFORCED CONCRETE FLARED END SECTION STREET TREE STREET TREE SLOPE SECTION A-A A '�J STREET (ROW) WIDTH: 40' TYP. 12" f PLAN 12" Stop" VARIES RIP-RAP TO CONSIST OF MODIFIED ROCKFILL MIN. 10' MIN. (M2.02.4:) TO A MIN. VARIES 10' PAVEMENT WIDTH: 20'-0" TYP. 10' VARIES DEPTH OF 12" - - - - CONST. C/L `` .•� 3 (MIN.) Q?` EXIST T�MIN _ 1 " 3 (MIN.) z EXIST L12 PROFILE IGRADE LINE 12" 11 ' GROUND GROUND ` 2% 4"12MIN. 3'/ � - - - - - - - - � 3.00% 3.00% 4" 2% nOW .) EDIMENT FOREBAY OR 3 (MIN.) 1-1�2" TO 3" MODIFIED ROCKFILL UNDISTURBED GROUND 1 '• -' — — —CRUSHED STONE (M2.02.4) TO A MIN. 6" DEPTH OF 12" 6" MIN 4" LOAM BORROW & SEED BSEE fNSERT \� 4' MIN. T SAME DETAIL APPLIES FOR AN OUTLET WITH A HEADWALL & SEED Ir. 10' MIN. EXIST J i—I i I-i i I-i EXIST 7' MIN. STONE FOR PIPE EN05 GROUND TELE DON O I I ( 1 I I 0 GROUND ELEC o 0 o O GAS NOT TD SCALE CABLE SEWER WATER 6 MIN CRUSHED STONE FlL TER FOR MODIFIED ROCKFILL SHALL CONSIST OF HARD, DURABLE ANGULAR SHAPED STONES WHICH ARE THE I � � I PRIMARY PRODUCT OF A STONE CRUSHER. ROUNDED STONE, BOULDERS, SANDSTONE AND SIMILAR PAVEMENT SECTION INSERT CATCH IMENT FOREBAY BERM SOFT STONE OR RELATIVELY THIN SLABS ARE NOT ACCEPTABLE. THE STONE SHALL BE FREE FROM N.T.S. -TYPICAL ROADWAY CROSS—SECTION BASIN OVERBURDEN, SPOIL, SHALE, AND ORGANIC MATTER AND SHALL MEET THE FOLLOWING GRADATION L _ _ — NOT TO SCALE REQUIREMENTS: SURFACE COURSE TOP COURSE MATERIAL N.T.S. L _ _ SIZE OF STONE PERCENT PASSING - 8 /N. 95-100 BASE COURSE BINDER COURSE MATERIAL 4 /N. 0-25 2-1/2 0-5 DENSE GRADED CRUSHED STONE PAVEMENT NOTA SUB-BASE COURSE SURFACE COURSE: 1-1/2" CLASS I BIT. CONC. TYPE 1-1 TOP COURSE MATERIAL BASE COURSE. 4" CLASS I BIT. CONC. TYPE l-1 BINDER COURSE MATERIAL GRAVEL BORROW TYPE b SUB-BASE COURSE: 4" DENSE GRADED CRUSHED STONE ON 12" GRAVEL BORROW TYPE b COMPACTED SUBGRADE TOP OF WALL = - 2.00' -y-- TOP OF BERM 216.33 MIN. EMERGENCY SPILLWAY �3.00'- 3.00' - O - - EL. 216.00 �1 12" EL. DO •1 00' ' NO. 5 BARS REINFORCED `' '`"' AT 12" O.C. CONCRETE HEADWALL BOTH WAYS MANHOLE FRAME & COVER (12" THICK) PROPOSED GRADE 5.00' CASTING TO BE TO MEET TOWN STANDARD$ FINISH FINISH 3000 PSI SET /N MORTAR GRADE GRADE ALONG HEADWALL 4,00' CONCRETE 8" 24" DIA 8" 8" 24" 8` ACCES a z 24" SQUARE (BOTH SIDES) N OPENIN TYP. 24" WIDE X 6" ADJUST TO REQUIRED GRADE 24" DIA. SEE EL. 211.00 a DEEP BED OF WITH A M/MIMUM OF TWO SEE 2;.. ACCESS NOTE 4 COURSES OF BRICK MASONRY NOTE 5 ' `' I�1 48" DIA. MIN) 3/4" CRUSHED 40" OR REINFORCED CONCRETE ^ STONE R `a GRADING RING ---- v W CROSS-SECTION N O v 4 24" MIN. +8.— ,•• Z r' Z F v_D a m ALTERNATE TOP SLAB VO Q M: - Za 00 r • 4i U 48" DIA. MIN. z v J a•. ,. W� U) DETENTION/INFILTRATION BASIN OUTLET STRUCTURE STEPS, SEE ALTERNATE TOP SLAB zoo Lj ,,� PRE-CAST REINFORCED z a 0 NOTE 2 +r— ° 2 CONCRETE M.H. CONE W O w~ a° UZn SEE NOTE 3 0 o U 48" DIA. MIN. REINFORCED CONCRETE HEADWALL °° OUTLET NOT TO SCALE SEE o ALUMINUM .A NOTE 4 NOTE: THE EARTH PRESSURE AT THE BASE OF THE N o M.N. STEPS o s. w oz v _ DIA. HEADWALL = 5.0 CU. FT./FT. X 150 PCF = 750 PSF, , :.. z i�r A �v INVER VARIES THEREFORE NO ADDITIONAL FOOTING /S REQUIRED. 0 48" DIA. MIN. w LO N a a PRE-CAST REINFORCED N Q •a — CONCRETE RISER SECTIONS — HOOD °.. N44 O 44 5„ p • 48" DIAMETER STD. 0 000 5` DIA' ° m 12" COMPACTED (Ty0 o CEMENT ,' VARIES o� GRAVEL I � I REINFORCING ° CONCRETE _--___-- Z w — — — 0 --- DIA. Q 12" COMPACTED 0 N ' ''` OUTLET VARIES co (TYP• SUBGRADE 0 - RING RUBBER d a 12" • ` ..`<..:.� ) . .-.. GASKET JOINTS ---------- co ASPHALT O ' nn G a � o COATED 12" COMPACTED d Q PA "' O 0�7 '•� off; �. '�. GRAVEL ••• ° 4. HOLE AS !3,'�°-. o O .. i REQUIRED PRE-CAST REINFORCED R O a po a d<r o �.• , • R 1/4 PER CONCRETE BASE SECTION NOTES: FOOT COMPACTED �\ 1. ALL SECTIONS SHALL BE DESIGNED ° 4 + —' SUBGRADE FOR HS-20 LOADING. NOTES: 2. PROVIDE "V" KNOCKOUTS FOR PIPES • 4 BRICK INVERT AND BENCH 1. ALL SECTIONS SHALL BE DESIGNED FOR 4. JOINT SEALANT BETWEEN PRECAST SECTIONS NTH 2" MAX. CLEARANCE TO OUTSIDE OF PIPE. MORTAR ALL PIPE PAVED +► —+�—UNPAVED 6. i_ •"0 ; H-20 LOADING. SHALL BE PREFORMED BUTYL RUBBER. CONNECTIONS. 12" COMPACTED 2. COPOLYMER MANHOLE STEPS SHALL BE 5. DRAIN MANHOLE FRAME AND COVER 3. JOINT SEALANT BETWEEN PRECAST O. GRAVEL INSTALLED AT 12" O.C. FOR THE FULL SHALL BE SET IN FULL MORTAR BED. SECTIONS SHALL BE PREFORMED BUTYL O R DEPTH OF THE STRUCTURE. ADJUST TO GRADE WITH CLAY BRICK AND RUBBER. : 4 _Qi • a o o, , e.. C� �: o MORTAR 2 BRICK PAVEMENT AS REQUIRED • • 4" LOAM & SEED ( K COURSES TYPICALLY, ' . 3. PROVIDE "V" KNOCKOUTS FOR PIPES NTH 5 BRICK COURSES MAXIMUM). FRAME AND GRAVEL ROAD BASE `;: : �\�� '< �, " �% — — — ALTERNATE ECCENTRIC CONE SECTION 4• CATCH BASIN FRAME AND GRATE "'`'"'' �\��\\; COMPACTED RUBBER GASKET SHALL BE SET IN FULL MORTAR BED. \�� CLASS A 2 MAX. CLEARANCE TO OUTSIDE OF PIPE. COVER TO MEET TOWN STANDARDS. \ \ SUBGRADE CEMENT CONCRETE MORTAR ALL PIPE CONNECTIONS. ��y\�A�A �I ADJUST TO GRADE WITH CLAY BRICK ���A��v���\\\vv�A Vw AND MORTAR SUITABLE GRANULAR MATERIAL �� � Z (2 BRICK COURSES THOROUGHLY COMPACTED IN ��V ����� ����� SEWER MANHOLE TYPICALLY, 5 BRICK COURSES \V�\\V A \ /� C /� ��\� � �; � � — JRA/N MANHOLE CATCH BAS'lN MAXIMUM). FRAME AND GRATE TO 12" LIFTS TO 95N OF AASHTO ����\�� �����`� ]. NOT TO SCALE MEET TOWN STANDARDS, T-99 MAXIMUM DENSITY �� NOT TO SCALE NOT TO SCALE (3 Cit \ V� Z :�=���'- :a•�: �:��:�?�:� � FOR PIPE MATER/ALS OTHER MICHA�, SAND CUSHION: HAND ::?'1-o"�Mnv :::;::::=:::-'=::-1:: THAN PVC, SUITABLE BACKFILL U J PLACED AND COMPACTED =' ' ':':'':=":'' ` '`:='''' MATERIAL MAY BE USED FROM SERA DEF"INI TI lb VE SUBDIVISION P MID—DIAMETER OF PIPE TO 12" No, LAN p ABOVE TOP OF PIPE A9 FOR COMPACTED SCREENED :•,'. ? '. m �L THE CA P TA IN NA THACONSTRUCTION GRAVEL (95N OF AASHTO T-99 MAXIMUM DENSITY) '•'s" MIN. APPROVED UNDER THE SUBDIVISION PROFESSIONAL BERRY 9! DETAILS '•,!:4:, CONTROL LAW UPON CONDITIONS" HOMESTEAD SHEETING AS REQUIRED --,--**,*' S ENGINEER �/ �+ LOCATED /N T I P�I.,AL TRENCH NO. ANDOVER PLANNING BOARD - � NORTH ANDOVER , MASS. NOT TO SCALE �� 'I:a" 1.{, P , , y RECORD OWNER 166 SALEM STREET REALTY TRUST DATE: JULY 23, 2008 w =s171l�M1ftFN & APPLICANT: 166 SALEM STREET ' NORTH ANDOVER, MA 01845 REVISIONS: SERV I PROFESSIONAL ENGINEERS D SURVEYORS CHRISTIA NSEN DATE: lP G. CHRISTIANSEN, P.E. 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 5 OF 6 @2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 07039008 3,f STRAW BALE WOVEN WIRE FENCE (14 1/2 GA. ELEVATIONS FOR ROOF RUNOFF INFILTRATION AREAS MIN-, MAX. 6' MESH SPACING) 2"X2" HARDWOOD POSTS 36" MIN. LENGTH WITH FILTER CLOTH OVER LOT TOP OF (NV. OF 4" PVC BOTTOM OF BOTTOM OF MIN. 16" INTO GROUND NUMBER CHAMBER ELEV. INLET PIPE CHAMBER ELEV. STONE ELEV. FILTER CLOTH IMBEDDED MIN. 8" IN GROUND 1A 221 ,01 220.47 219.30 218.80 % / /// ,I/� MIN. HEIGHT 16" ��' ADJOINING SECTIONS MUST OVERLAP t.5 t j �j 2A 216.21 215.67 214.50 214.00 ///;r/ 2.0 MAX. INLET �/, j 6" MIN., BE FOLDED AND STAPLED. SILT FENCE LAYOUT U T 3 216.21 215.67 214.50 214.00 4 224.21 223.67 222.50 222.00 a % //. UNDISTURBED Masson �%' GROUND NOD ME 60 )C. 0 ANCHOR %�%'% GUTTERS AND DOWNSPOUTS WILL BE (2 ANCHORS � 2 0' % 9" MIN. OF INSPECTION PORT: INSTALLED ON THE PROPOSED PER BALE) M, : : (UNPAVED ) - A RISER WITH HOUSES TO COLLECT AL ROOF 6" PVCR C L L ...... ......... ........ ....... .. ... . . AREA 10' MAX. END CAP TO WITHIN RUNOFF AND DIRECTIT ... .......... F FINISH GRADE 6" O INFILTRATION AREAS ON THE LOTS ROOF . .:.:.:::::: :: : : : : : LEADER E .. ... . .. ....... . :.:.:. .:.:.:.:.:. .:.:.:.:.:. .... FINISH D GRADE PLAN / FLARE ENDS UPHILL TO OVERFLOW 2.5 ASPHALT PROVIDE STORAGE CAPACITY PIPE ANCHOR INLET STRAW BALE UNDISTURBED 14" MIN. OF GROUND SPLASH COMPACTED GRAVAV EL BLOCK (PAVED AREAS) Fcow____ 4" CONSTRUCTION NOTES FOR SILT FENCE MAINTENANCE 1. SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL FABRICATED SILT FENCES AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REPAIRS .', "k . THAT ARE REQUIRED SHALL BE MADE IMMEDIATELY. BACKFILL 1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH 2. IF ANY FABRIC ON A SILT FENCE SHOULD THE BECOME - - INEFFECTIVE DURING THE EXPECTED LIFE OFF THE FENCE, THE FABRIC WIRE TIES OR STAPLES. SHALL BE REPLACED PROMPTLY. 2. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH 3• SEDIMENT DEPOSITS SHOULD BE INSPECTED AFTER EVERY STORM EVENT. N TIES SPACED EVERY 24" AT TOP, MID SECTION, AND BOTTOM. THE DEPOSITS SHOULD BE REMOVED WHEN THEY REACH APPROXIMATELY SECTIO 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL ONE-HALF THE HEIGHT OF THE BARRIER. CULTEC NO. 410 BE OVERLAPPED BY 6 INCHES, FOLDED AND STAPLED. 4. SEDIMENT DEPOSITS THAT ARE REMOVED OR LEFT IN PLACE AFTER THE TOP CATCH BASIN INLET PROTECTION 4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED FABRIC HAS BEEN REMOVED SHALL BE GRADED TO CONFORM WITH THE FILTER FABRIC WHEN "BULGES" DEVELOP IN THE SILT FENCE. (MANDATORY), SIDES NOT TO SCALE BUILDING AND BOTTOM NOTES: 1. IMMEDMT£LY AFTER THE INSTALLATION OF ANY CATCH BASIN OR STORM DRAIN, STAKED SILT FENCE TYPICAL DETAIL FOUNDATION STRAW BALES SHALL BE SET AROUND THE INLET TO PREVENT SEDIMENT FROM ENTERING 12" STONE CULTEC R-180 CHAMBER THE DRAINAGE SYSTEM PRIOR TO PAVING. 6" BASE STONE 1-1/2" - 2" 0 2. THE IMMEDIATE LAND AREA AROUND THE INLET SHOULD BE RELATIVELY FLAT (LESS THAN (NOT TO SCALE) BORDER (4 PER INFILTRATION AREA) CLEAN WASHED BROKEN STONE 1X SLOPE) AND BE LOCATED SUCH THAT THE ACCUMULATED SEDIMENT CAN BE EASILY TYP. REMOVED. 3. THE INSIDE EDGE OF THE BALES SHALL BE A MAXIMUM OF 2 FEET FROM THE EDGE OF THE INLET. 4. ANCHORS SHALL BE REBAR, STEEL PICKETS, OR f" X 1" STAKES, AND SHALL BE LONG DOWNSPOUT AND ROOF RUNOFF INFILTRATION AREA DETAIL ENOUGH TO EXTEND AT LEAST 1.5 TO 2.0 FEET INTO THE GROUND WHEN THE TOP IS NOT TO SCALE FLUSH WITH THE BALE. INSPECTION PORT. 6" PVC RISER WITH �� - END CAP TO WIT ���/ Stake on 2" x 2" Wooden Stake 6" OF FINISH GRADE 10' Lineal 7.5' - - 50 MIN. Spacing TM p 9 Filtrexx®SiltSoxx 12" - 18"T ical Area to be Protected /�/ ,/ r �r Area to be Protected , /''� ,/ Work Area �/�/i, //j%/ ��- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o e ��.�, ,�5*`,. � � j, � i%: Ali„ - EX/ST/NG 10 ��,, / Water Flow ���� / ;i,! 36" v _ GROUND X25, MINS MIN. �_� %�'% e o / 00 I. 0 0 0 0 0 o p 1 TO 2 CRUSHED - {MUM / i/ Work Area ,i Filtrexx® Compost 8' ,r�i //��/�///r/ � 4» PVC J� C STONE, TO A MIN %% '% i'''"< » „/ / 0 0 0 0 0 0 0 0 0 o e o 0 0 0 0 0 o e a o e DEPTH OF 6 ! %i%%/ //// , , SiltSoxx'� �� //% NO; INLET PIPE o ltSOXX TMFiltrexx@SiltSoxxT "Filtrexx®SiSection View - � e e 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 / g RUSHED STON CONST UCTION ENTRANCE C E R Notes:NOT TO SCALE 1. All material to meet Filtrexx®specifications. THE CRUSHED STONE ENTRANCE SHALL BE MAINTAINED FlltreXXUSiltSOXXTm Details 2. SiltSOXXTM composVsoil/rock/seed fill to meet application (TION THAT WILL PREVENT TRACKING OR 17' IN A CONDITION requirements. FLOWING OF SEDIMENT ONTO THE ADJACENT ROADWAY. (NOT TO SCALE) 3. SiltSoxxTm depicted is for minimum slopes. Greater slopes PLAN VIEW may require larger socks per the Engineer. 4. Compost material to be dispersed on site, as determined by CUL TEC RECHARGER 180 HD CHAMBERS Engineer. NOT To SCALE TABLE OF DIMENSIONS BENDS B c D E F BENDS B c D E F NOTE: THE INFILTRATION AREA FOR THE EXPANSION OF THE HOUSE ON LOT 2A /S TO CONSIST OF TWO CHAMBERS SURROUNDED BY 6" 111/4' 8" 15" 12" 24' 12' 6" 45' 8« 30" 12" 24" 14" 6" 221/2' - 19" « " 13" 6" 90' " W. - - 27" 12" OF STONE, FOR A TOTAL AREA OF 9.5' X 8' 8" 111/4' - 20" - - 12" 8" 45' " 30" - - 24" 8" 221/2' - 22" - - 17' 8" 90' 38" " 36" 12" 111/4' - 30" - 15" 12' 45' 40' - 40" 12" 221/2' - 35" 1 - - 25" 12" 90' 60" " " 52" EN S E , 1 B .h C D °.'. . :[F UNDISTURBED SOIL TOWN STANDARD PLAN SECTION 1-1 SH Of PUMPER CONNECTION NOTE: FACES ROAD HYDRANTS SHALL OPEN LEFT M�CHAEL J, TABLE OF DIMENSIONS TEES G H I J TEES G H I J VALVES SHALL OPEN RIGHT J' o "331VAG91 6"x 6"x 6" 12" 24" 24" 18" 12"x 12"x 6" 12" 24" 24' 18' a0 $3 8"x 8"x 6" " 12"x 12"x 8" " " 24" VALVE BOX I 12" FINISHED GRADE ` sawPo� DEFT NI TI VE SUBDI VISION PLA N 8"x 8"x 8" " " 24" 12"x 12"x 12" " 36" 36" 0 .RVE TEES �/,,,,//. /f,•„c' �///i ivur,r ,�.,,,.„ ir„c � v�.,,,,.,,.�r�i,�_ �'!, .,r/// r � V �� FOR _ c` THE rA P TA IN NA THA NIEL CONS TRUC T/O/V BACKFILL 2 - r 2 3'-0" MIN. '3P DETAILS H o 8" X 6R THRUST BLOCK VED UNDER THE SUBDIVISION TEA D REDUCE GATE VALVE � "'APPROVED PROFESSIONAL BERRY H 4 UNDISTURBED 6" DIA PIPE 6„ MIN. BEARING 3 SQ. CONTROL LAW UPON CONDITIONS" ENGINEER ...,�.• FT_DO NOT BLOCK LOCATED /N SOIL °.`d• DRAIN PLAN SECTION 2-2 _ - N0. ANDOVER PLANNING BOARD NORTH ANDOVER., MASS. -s CRUSHED STONE (MIN NOTES 1/2 cu.m.) ����>R `Y`�`" � RECORD OWNER 166 SALEM STREET REALTY TRUST DATE: JULY 23 2008 MECH. 1. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS, GATE VALVES, 8" CLDI JOINT r AND VERTICAL BENDS (SAME SIZE AS REQUIRED FOR TEES). WATER MAIN plpE 18" X 18" X 6" PROVIDE ANCHOR RODS AT VERTICAL BENDS AND GATE VALVES. CLASS C CEM. CONC. r�� - ` �c�\ & APPLICANT: 166 SALEM STREET REVISIONS: BASE ;f; a. v ; 1 NORTH ANDOVER, MA 01845 2. CONCRETE SHALL NOT BE PLACED AGAINST PIPE BEYOND FITTING. HYDRANT CONNECTI®N /7 �V I�1I11 / � � 3. CONCRETE SHALL BE 3000 PSI-TYPE l NOT TO SCALE /^�J �`c �^E[ GI PROFESSIONAL ENGINEERS 4' ,y i✓/ I RI S T I R NSEN N h J /T (,7 LAND SURVEYORS 160 SUMMER ST. HAVERHILL, MA 01830 TEL. 978-373-0310 SHEET 6 OF 6 CONCRETE THRUST BLOCK DATE: Hl P G. WRISSEN, P.E. ©2008 BY CHRISTIANSEN & SERGI INC. DWG. NO. 07039008 NOT TO SCALE