Loading...
HomeMy WebLinkAbout20170711 Application - Application - 175 SALEM STREET 5/22/2017 • { ' tom � Fi. .. • 2011 MAY 22 Pet 3m 01 UK it PLANNING DEPARTMENT -Y—r . f Community&Economic Development Division Special it—Watershed Permit Application Please type or print clearly. 1.Petitioner: Peter+Arlene Devlin Petitioner's Address: 175 Salem Street North Andover,MA 01845 Telephone number&email: 978-794-3196 email:cusp32(a)-verizon.net 2.Owners of the Land: Same as Petitioner Address: 175 Salem Street North Andover, MA 01845 Number of years of ownership: 21 years+1- 3.Year lot was created: 12128/1984 4. Is the lot currently on septic or sewer? Yes If on sewer,please provide date the sewer connection was completed: 11/23/2004 5. Description of Proposed Project: Applicant is proposing to construct a detached 24'0'garage and a small extension of the existing paved driveway within the noti-dischar zone, u ou si e e oo non- is ur anc zone. preca concrete drywel,.-V VVI Ul��V1 U- ge and a portion of the exi ting house,_41. 6. Description of Premises: Existing Single family house with 1 car-garage under with wetlands to rear 7. Address of Property being affected: 175 Salem Street Zoning District R3 Assessors Map: 37D Lot#: 19 Registry of Deeds: Book#: 4520 Page#: 151 8.Existing Lot: Lot Area(Sq.Ft): 43,560 Building Height: <35 feet Street Frontage: 166.32 Side Setbacks: 48+1- Front Setback: 47'+1- Rear Setback: 154'+1- Floor Area Ratio: n/a Lot Coverage: nla 9.Proposed Lot(if applicable): Lot Area(Sq. Ft): Building Height: Street Frontage: Side Setbacks: Page 1 of 2 120 Main Street, Planning Dept., North Andover, Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 bleb w�,vw,nodhandoverma. ov Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 10.Required Lot(as required by Zoning Bylaw): Lot Area(Sq.Ft): 25.000 s.f. Building Height: 35 foot max Street Frontage: 125 ft Side Setbacks: 20 feet Front Setback: 30 feet Rear Setback: 30 feet Floor Area Ratio: nla Lot Coverage: nla 11.Existing Building(if applicable): Ground Floor(Sq.Ft.): #of Floors: 2 Total Sq.Ft.: 2572 Height: <35 feet Use: Single Family Type of Construction: Wood Frame 12.Proposed Building: Ground Floor(Sq.Ft.): #of Floors: 1 Total Sq. R. 576 Height: <24 feet Use: cid garage 24'x24' 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 4136(3)(cl(ii)(6) 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 in a dismissal by the Planning Board of this application as incomplete. Petitioner'sSignature: - Print or type name here: Owner'sSignature: Print or type name here: -Oev I 16.Please list title of plans and documents you will be attaching to this application. Site Plan by Sullivan Engineering Group,LLC &Drywell Sizing Page 2 of 2 120 Main Street, Planning Dept., North Andover, Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web wv w,northan over o.goy Sullivan Engineering Group, LLC Civil Engineers&Land Development Consultants Watershed Special Permit Application 175 Salem Street, North Andover To: North Andover Planning Board From: Jack Sullivan, P.E. Date: February 13,2017 Subject: 175 Salem Street—Written Support for Project Planning Board Members: The following written summary is prepared on behalf of the applicants, Peter&Arlene Devlin, in support of construction of a dr*whei 2 car garage and small driveway extension within the Watershed District. The project is within the"Non-Discharge Zone",but outside the `Non-Disturbance zone". It should be noted that this lot was created in 1984. The following items as outlined in the Watershed Special Permit requirements are listed below(responses to required items are in italic); 1. Encouraging the most appropriate use of land This site is zoned residential and the proposed site development items listed above are appropriate for this parcel. The current owner has owned this parcel for 21 years and seeking to make improvements to the property to further enjoy their home. 2. Preventing overcrowding of land The proposed construction activities are accessory uses to the primary dwelling and the proposed garage complies with zoning setback requirements from all lot lines. 3. Conserving the value of land and buildings. The proposed site development will enhance surrounding building and land values, while being aesthetically pleasing. 4. Lessening congestion of traffic This project will not increase traffic congestion since this is a single family dwelling with limited trips per day. There is no proposed increase in size of the dwelling, increase in parking spaces, or increases in number of residents, therefore existing traffic flow from the site will remain constant. 5. Preventing undue concentration of population This property currently has 2 residents and will remain as such following completion of this project. 6. Providing adequate light and air There will be no adverse impact to current background air and light levels. 7. Reducing the hazards from fire and other danger. There will be no increase in hazard levels from fire or other dangers. PO Box 2004 Woburn, MA 01888 781-854-8644 e-mail:jacksu1153@comcast.net 8. Assisting in the economical provisions of transportation, water, sewerage, schools, parks, and other public facilities. This project will not impact the above noted public facilities and/or utilities. There will not be a negative impact to the economics of any public utility. 9. Controlling the use of bodies of water, including watercourses: This project does not directly abut the Lake and will not have a negative impact on present uses of the Lake or tributaries thereto. 10. Reducing the probability of losses resulting from floods: This property is not located within a designated Flood Plain as shown as the latest FIRM maps. The proposed construction will utilize drainage mitigation to collect& recharge stormwater runoff back to the groundwater table. There will be no increase of stormwater runoff from this site. There will be no increase in flooding probability due to the development of the property. 11. Reserving and increasing the amenities of the Town This project will increase the amenities of the Town through an improvement to the property and additional tax revenue due to the new construction assessment. The Planning Board, in reviewing this application, will note that all threshold requirements for granting the Special Permit are met and/or exceeded. Further written documentation is provided below(responses to required items are in italics) 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 or water in or entering Lake Cochichewick. 1) No pesticides,fungicides, chemicals, or non-organic fertilizers will be used in lawn care or maintenance. Presently, there are no limitations on the type or quantity of fertilizers. 2) Siltation controls are proposed at the limit of work during construction and until the site is final stabilized by landscaped means to protect the lake and surrounding properties from any potential runoff impacts. 3) Stormwater mitigation has been provided to account for increases in impervious areas. A proposed 1,000 gallon concrete drywell is proposed to collect/recharge roof runoff from the proposed garage and the existing 1 story portion of the existing house roof abutting the detached garage. The drywell is sized to handle the 100 year rain event(7.98"per NOAA's National Weather Service) 4) The existing dwelling is connected to the municipal sewer system; therefore there will be no potential increase in nitrogen levels over the existing background levels at the property. 5) This site does not directly abut the lake. Additionally, natural wooded buffers will be retained within 100 feet of all wetland resource areas. 6) Carefully planning went into the garage location to limit site grading changes and to match the existing topography. By limiting the grading changes onsite, existing drainage watercourses will continue to function as in the undeveloped state. 2. Proof that there is no reasonable alternative location outside the Non-Disturbance and/or Non-Discharge Buffer Zones,whichever is applicable, for any discharge, structure, or activity, associated with the proposed use to occur. The entire lot is within the "Non-discharge zone". An effort was made to keep the garage outside the "Non-Disturbance zone"while complying with all requirements with zoning setbacks. 3. Evidence of approval by Mass DEP of any industrial waste water treatment or disposal system or any waste water treatment of system 15,000 GPD capacity. This item does not apply to this site. PO Box 2004 Woburn,MA 01888 781-854-8644 e-mail:jacksu1153@comcast.net 4. Evidence that all on-site operations including, but not limited to, construction,water water disposal, fertilizer applications, and septic systems will not create concentrations of Nitrogen in groundwater, greater than the federal limit at the downgradient property boundary.. The existing dwelling is connected to the municipal sewer system and the deed restriction only allowing organic or slow-release nitrogen,phosphorus free produce for fertilizer use will insure that background nitrogen levels in the groundwater table will not be increased. 5. Projections of downgradient concentrations of nitrogen,phosphorus, and other relevant chemicals at property boundaries and other locations deemed pertinent by the SPGA. There will be no downgradient concentration of the above referenced chemicals as outlined in the response to Item 4 above. If you should have any questions or require additional information please feel free to contact me. Very Truly Yours, { Ja v A chments(as noted) Cc: Peter&Arlene Devlin PO Box 2004 Woburn, MA 01888 781-854-8644 e-mail:jacksu1153@comcast.net Abutter to Abutter( } Building Dept, ( ) Conservation ( } Zoning ( ) Town of North Andover Abutters Listing REQUIREMENT.' MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." Subiect Property: MAP PARCEL Name Address 37.D 19 Peter Devlin 175 Salem Street,North Andover,MA 01845 Abutters Properties Map Parcel's Name Address 37.0 19 Carmelina Galvagna 136 Salem Street,North Andover,MA 01845 37.D 1 Mary Hart 226 Salem Street,North Andover,MA 01845 37.D 18 Ridgewood Cemetery Association PO Box 22,North Andover,MA 01845 37.D 21 Richard Tilson 166 Salem Street,North Andover,MA 01845 37.D 22 Keith Mitchell 188 Salem Street,North Andover,MA 01845 37.D 23 Arnold Stork 222 Salem Street,North Andover,MA 01845 37.D 28 Lee Knowles 151 Salem Street,North Andover,MA 01845 37.D 40 Ellen Fiorino 163 Salem Street,North Andover,MA 01845 37.D 45 Pace 2015 Trust 150 Salem Street,North Andover,MA 01845 37.D 47 Rissin Family Revocavble Trust 109 Leanne Drive,North Andover,MA 01845 37.D 48 Gennadiy Mayko 60 Leanne Drive,North Andover,MA 01845 37.D 52&53 John Cahill 79 Old Village Lane,North Andover,MA 01845 that fh is r.,a n,; tup6adil Q ot'I if le tho A ie'.`_;;Cti. L 0is Roof I Area N7 1 P 1 ,000 Gallon Drywell w/ 3611 stone surrounding SubCat) Reach Oft Llllk' Drainage Diagram for 175 Salem Street,NA e Prepared by Sullivan Engineering Group, LLC 2/13/2017 J HydroCAD®7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 175 Salem Street, NA Type 11124-hr 2 Year Storm Rainfall=3.18" Prepared by Sullivan Engineering Group, LLC Page 2 H droCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Area Runoff Area=828 sf Runoff Depth=2.89" Tc=6.0 min CN=98 Runoff=0.06 cfs 0.005 of Pond 1P: 1,000 Gallon Drywell w/36"stone surPeak Elev=100.01' Storage=78 cf Inflow=0.06 cfs 0.005 of Outflow=0.00 cfs 0.005 of Total Runoff Area= 0.019 ac Runoff Volume=0.005 of Average Runoff Depth = 2.89" 175 Salem Street, NA Type 11124-hr 2 Year Storm Rainfall=3.18" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCAD®7 00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Subcatchment 1S: Roof Area Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Storm Rainfall=3.18" Area (sf) CN Description 576 98 Roof Areas of Addition 252 98 Portion of Ex. Roof Area 828 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Roof Area ydrograp Runoff 0.06- 0.06 cfs Type III 24-hr 2 Year Storm 0.055. _ Rainfall=3.18" 0.05 Runoff Area=828 sf 0.045_ Runoff Volume=0.005 of 0.04= Runoff Depth=2.89" 0.035- Tc-6.0 min o.os= CN=98 LL U25-. 0.02- 0.015- 0.01- 0.005- 0 5 .02 0.015-0.010.00505„ 6 ,.�.. .. . ..... ..... ... .. . , ,. ,, e. .o. .. .,, .. . , ., g 9 10 1'9 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 175 Salem Street, NA Type 111 24-hr 2 Year Storm Rainfall=3.18" Prepared by Sullivan Engineering Group, LLC Page 4 H droCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Pond 1P:-1,000 Gallon Drywell w/ 36" stone surrounding Sandy Loam- Rawl's Rate 1.02 in/hr) Inflow Area = 0.019 ac, Inflow Depth = 2.89" for 2 Year Storm event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.005 of Outflow - 0.00 cfs @ 11.30 hrs, Volume= 0.005 af, Atten= 92%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.30 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 100.01' @ 13.10 hrs Surf.Area= 193 sf Storage=78 cf Plug-Flow detention time= 135.6 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time= 134.1 min ( 900.0 -765.9) # Invert Avail.Stora a Stora a Description 1 99.00' 228 cf 11.67'W x 16.50'L x 3.83'H Prismatoid 737 cf Overall - 168 cf Embedded = 569 cf x 40.0%Voids 2 100.00' 168 cf 5.67'W x 10.50'L x 2.83'H Prismatoid Inside#1 396 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001400 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.00 cfs @ 11.30 hrs HW=99.04' (Free Discharge) 'L1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 1 P: 1,000 Gallon Drywell w/ 36" stone surrounding Hydro ra h EM�Inflow 0.06 cfs Discarded 0-06- Inflow Area=0.019 ac 0-055, Peak Elev=1,00.01' 0.05 0.045_ Storage=78 Cf 0.04- 0.035- 0 0.03- 0.025- 0.02- 0.015- 0.01- .03- 0.025- 0.02 0.015-0.01_ 0.00 cfs 0.005- 0 .. . ......� "'� '1'4 1'�' ''1''' . 5 6 7 8 9 10 11 12 13 Time (hours)16 17 18 19 20 21 22 23 24 175 Salem Street, NA Type 11124-hr 10 Year Storm Rainfall=5.03" Page 5 Prepared by Sullivan Engineering Group, LLC 2/13/2017 HdroCAD®7.00 s/n 001433 ©1986-2003 Applied Microcom uter S stems Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Area Runoff Area=828 sf Runoff Depth=4.66" Tc--6.0 min CN=98 Runoff--0.09 cfs 0.007 of Pond 1P: 1,000 Gallon Drywell w/36" stone suPeak Elev=100.67' Storage=152 cfOutfl w=0.00 cfs 0.006 of Total Runoff Area= 0.019 ac Runoff Volume= 0.007 of Average Runoff Depth =4.66" 175 Salem Street, NA Type 111 24-hr 10 Year Storm Rainfall=5.03" Prepared by Sullivan Engineering Group, LLC Page 6 H droCAD®7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Subcatchment IS: Roof Area Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 4.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Storm Rainfall=5.03" Areas CN Description 576 98 Roof Areas of Addition 252 98 Portion of Ex. Roof Area 828 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) Direct Entry, 6.0 Subcatchment 1S: Roof Area ydrograph Runoff 0.095. X0.09 cfs 0.09_ Type III 24-hr 10 Year Storm 0.085- Rainfall=5.03" 0.08- 0.075= Runoff Area=828 of 0.07= Runoff Volume=0.007 of 0.065= N 0.06 Runoff Depth=4.66" vo.o55= Tc-6.0 min 3 0.05 ,°0.045CN=98 0.04- 0.035 .04-0.035- 0.03 0.025- 0.02 0.015- 0.01 0.005. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 175 Salem Street, NA Type 111 24-hr 10 Year Storm Rainfall=5.03" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCAD®7 00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Pond 1P: 1,000 Gallon Drywell w/ 36" stone surrounding Sandy Loam- Rawl's Rate 1.02 in/hr) Inflow Area = 0.019 ac, Inflow Depth = 4.66" for 10 Year Storm event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.00 cfs @ 10.20 hrs, Volume= 0.006 af, Atten= 95%, Lag= 0.0 min Discarded = 0.00 cfs @ 10.20 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 100.67' @ 14.29 hrs Surf.Area= 193 sf Storage= 152 cf Plug-Flow detention time= 252.0 min calculated for 0.006 of(82% of inflow) Center-of-Mass det. time= 182.1 min (944.1 -762.0 ) # Invert Avail Storage Storage Description 1 99.00' 228 cf 11.67'W x 16.50'L x 3.83'H Prismatoid 737 cf Overall - 168 cf Embedded = 569 cf x 40.0%Voids 2 100.00' 168 cf 5.67'W x 10.50'L x 2.83'H Prismatoid Inside#1 396 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001400 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.00 cfs @ 10.20 hrs HW=99.04' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 11P: 1,000 Gallon Drywell w/ 36" stone surrounding Hydrogr ph Inflow 0.1= 9 cfs Discarded 0095: Inflow Area=0.019 ac 0.09-- 0.085= .09-0085= Peak Elev=100.67' 0.08- 0.075= Storage=152 cf 0.07- 0.065: 0.06` v 0.055= 3 0.05 LL 0.045: 0.04- 0.035- 0.03a .035 0.03a 0.025= 0.02= 0.015= 0.01= 0.00 cfs 0.005= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 175 Salem Street, NA Type H/ 24-hr 25 Year Storm Rainfall=6.19" Page 8 Prepared by Sullivan Engineering Group, LLC 2/13/2017 Hydro AD®7.00 s/n 001433 ©1986-2003 A lied Microcom uter S stems Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Roof Area Runoff Area=828 sf Runoff Depth=5.77" Tc=6.0 min CN=98 Runoff=0.11 cfs 0.009 of Pond 1P: 1,000 Gallon Drywell w/36" stone suPeak Elev=101.15' Storage=206 cfOutfl w=0.00 cfs 0.006 of Total Runoff Area=0.019 ac Runoff Volume= 0.009 of Average Runoff Depth =5.77" 175 Salem Street, NA Type ///24-hr 25 Year Storm Rainfall=6.19" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCAD®7 00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Subcatchment IS:,Roof Area Runoff = 0.11 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 5.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Storm Rainfall=6.19" Areas CN Description 576 98 Roof Areas of Addition 252 98 Portion of Ex. Roof Area 828 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Roof Area Hydrograph 0.125_ Runoff 0.12_ 0.11 cfs 0.115= Type III 24-hr 25 Year Storm 0.101_ Rainfall-6.19" 0.095= Runoff Area=828 sf 0.09 0.085_ Runoff Volume=0.009 of 0.08- 0.075- Runoff .08e0.075 Runoff Depth=5.77" N 0.07= 0.065= Tc-6.0 min 3 0.06- 0 LL 0.055- CN=98 0.05- 0.045- .05 0.045 0.04: 0.035_ 0.03 0.025- 0.02: 0.015_ 0.01 0.005 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 175 Salem Street, NA Type ///24-hr 25 Year Storm Rainfall=6.19" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Pond 1P: 1,000 Gallon Drywell w/ 36" stone surrounding Sandy Loam- Rawl's Rate 1.02 in/hr) Inflow Area = 0.019 ac, Inflow Depth = 5.77" for 25 Year Storm event Inflow = 0.11 cfs @ 12.09 hrs, Volume= 0.009 of Outflow = 0.00 cfs @ 9.45 hrs, Volume= 0.006 af, Atten= 96%, Lag= 0.0 min Discarded = 0.00 cfs @ 9.45 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 101.15' @ 15.06 hrs Surf.Area= 193 sf Storage=206 cf Plug-Flow detention time= 260.2 min calculated for 0.006 of(69% of inflow) Center-of-Mass det. time= 167.3 min (928.2 -760.9) # Invert Avail Storage Storage Description 1 99.00' 228 cf 11.67'W x 16.50'L x 3.83'H Prismatoid 737 cf Overall - 168 cf Embedded = 569 cf x 40.0%Voids 2 100.00' 168 cf 5.67'W x 10.50'L x 2.83'H Prismatoid Inside#1 396 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001400 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.00 cfs @ 9.45 hrs HW=99.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 1 P: 1,000 Gallon Drywell w/ 36" stone surrounding Hydrograph Inflow 0.125= 0.11 cfs ®Discarded °.12= 0.115- Inflow Area=0.019 ac 0.11' 0.105- Peak Elev=101.15' 0.17 °.095_ 0.09 Storage=206 cf 0.085= 0.08= 0.075 w 0.07` 0.065= 3 0.06 0 LL 0.055 0.05 0.045 0.04 0.035- 0.03= 0.025= 0.02- 0.015 .02-0.015:. 0.01- 0.00 cfs 0.005= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 175 Salem Street, NA Type 111 24-hr 100 Year Storm Rainfall=7.98" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Intl method Subcatchment 1S: Roof Area Runoff Area=828 sf Runoff Depth=7.47" Tc=6.0 min CN=98 Runoff=0.15 cfs 0.012 of Pond 1P: 1,000 Gallon Drywell w/36"stone suPeak Elev=101.95' Storage=297 cf Inflow=0.15 cfs 0.012 of Outflow=0.00 cfs 0.007 of Total Runoff Area= 0.019 ac Runoff Volume=0.012 of Average Runoff Depth =7.47" 175 Salem Street, NA Type 111 24-hr 100 Year Storm Rainfall=7.98" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCAD®7 00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 2/13/2017 Subcatchment 1S: Roof Area Runoff = 0.15 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 7.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Storm Rainfall=7.98" Area (sf) CN Description 576 98 Roof Areas of Addition 252 98 Portion of Ex. Roof Area 828 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Roof Area ydrogr p 0.16= Runoff 0-15. 0.14= 0.15 cfs Type III 24-hr 100 Year Storm 0.13- � Rainfall-7.98"0.12- Runoff Area=828'sf 0.11-: Runoff Volume=0.012 1,af 0.1= Runoff Depth=7.47" 0.09- Td=6.'O min 3 o.os_ - 0 CN=98 LL 0.07- 0.06-: 0.05- 0.04 �y 0.03= 0.02= s.; 0.01- 0 „ 5 ( 78910 11 12 1314 1f5 16 17 18 19 20 21 22 23 24 Time (hours) 175 Salem Street, NA Type Ill 24-hr 100 Year Storm Rainfall=7.98" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 2/13/2017 Pond 1P: 1,000 Gallon Drywell w/ 36" stone surrounding Sandy Loam- Rawl's Rate 1.02 in/hr) Inflow Area = 0.019 ac, Inflow Depth = 7.47" for 100 Year Storm event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 0.012 of Outflow = 0.00 cfs @ 8.65 hrs, Volume= 0.007 af, Atten= 97%, Lag= 0.0 min Discarded = 0.00 cfs @ 8.65 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 101.95' @ 15.80 hrs Surf.Area= 193 sf Storage=297 cf Plug-Flow detention time= 262.1 min calculated for 0.007 of(55% of inflow) Center-of-Mass det. time= 150.5 min (910.4 -759.9 ) # Invert Avail.Storage Storage Description 1 99.00' 228 cf 11.67'W x 16.50'L x 3.83'H Prismatoid 737 cf Overall - 168 cf Embedded = 569 cf x 40.0%Voids 2 100.00' 168 cf 5.67'W x 10.50'L x 2.83'H Prismatoid Inside#1 396 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001400 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.00 cfs @ 8.65 hrs HW=99.04' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 1 P: 1,000 Gallon Drywell w/ 36" stone surrounding Hy ro rap(1 Inflow 0.16- 0.15 i ®Discarded 0.15.= Inflow Area=0.019 ac 0.13 Peak Elev=101.95' 0.12= Storage=297, cf 0.11- 0.1- 0.09: .11=0.1=0.09 3 0.08 e 0 E: 0.07- 0.06-: .07 0.06 0.05_ 0.04- 0.03-: .04_0.03 0.02- 0.01- 0 .02=0.01=o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) RIDGEWOOD CEMETERY ASSOCIATION P.O.BOX 22 NORTH ANDOVER,MA 01895 (978)682,5786 ridgewood.cemeteryeverimn.net 7huww Sup-Auenduu James R Lafond,Phti deetScodl Polumbo Bradford B.Wakeman,7hanuer Lem Suca Grotmds Dr.Robot Attwood,Qrr* (978)665.5087 WM—B.Duffyjr,FAq. s Buimnin G.Facnum Joseph M.Pelich Nancy Leonardi David C.Rand Cemetery Gatehouse John T.Smolak,Esq. 177 Sakm Stmt (978)6845786 June 19,2017 John Simons,Chairman Planning Board Town of North Andover 120 Main Street North Andover,Massachusetts 01845 RE: Application for Watershed Protection District Special Permit Project: Proposed Addition Property: 175 Salem Street Apolicant• Peter and Arlene Devlin Dear Chairman Simons and Other Board Members: On behalf of the Ridgewood Cemetery Association Board of Trustees,I am submitting this letter in connection with the Special Permit application referenced above. Ridgewood Cemetery abuts the Devlin property directly to the east of locus. Upon review of the Application,the Association states its full support for the proposed Project for the following reasons. First,the Project involves the construction of a small addition located in an area of minimal impact to abutters. Second,the proposal is sensitive to environmental conditions in the area by preserving the existing tree line to the rear,by beeping the project design outside of the wetlands buffer zone,and by infiltrating rooftop runoff to a drywell. Third,we see no impacts to the surrounding neighborhood as a result of this proposal which we feel preserves the Lake watershed. For these reasons,we fully support the proposed project,and encourage the Board to vote to gmut approval of a Watershed protection District Special Permit for the proposed project. Sincerely, aures Lafond President JL/ cc: Ridgewood Cemetery Association Trustees