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HomeMy WebLinkAboutCorrespondence - 880 OSGOOD STREET 3/1/2006 MEMO TO: Mary Ippolito, Planning Assistant cc: Lincoln Daley, Town Planner FROM: Gerald A. Brown, Inspector of Buildings DATE: March 1, 2006 SUBJECT: 880 Osgood Street petition to the Planning Board 880 Osgood Street is a conforming R-4 lot. The Site Plan locates the proposed detached garage 16.9' from the left side setback. R-4 side setbacks are 15'. The non-discharge buffer zone does not require a Variance for a new permanent structure. µoRTH "s p 1 7��OR,yr[o APP�,c�J SS4CHO Town of North Andover Office of the Planning Department 400 Osgood Street North Andover,Massachusetts 01845 Town Planner P (978)688-9535 Lincoln Daley F (978)688-9542 MEMORANDUM TO: Planning Board FROM: Lincoln Daley,Town Planner RE: Watershed Special Permit—880 Osgood Street-Map 74,Lot 53 Construction of a 20' x 24' garage within the Non-Discharge Zone. DATE: March 6,2006 Proposal: The applicant, Michael Ryan, is filing for a Watershed Special Permit under Section 4.136 of the Zoning Bylaw to construct a 20' x 24' garage within the Non-Discharge Zone of the Watershed Protection District. The project site is located at 880 Osgood Street,Assessors Map 74, Parcel 53 in the R-4 Zoning District. The parcel consists of approximately .44 acres (19,374 sf)with 100' of frontage on Osgood Street. The parcel was created in 1999 and is subject to the Watershed Protection District provision for lot created after October 24, 1994. Below please find my review of the following plans submitted to this Department: Plan titled: Site Plan 880 Osgood Street North Andover,MA Assessors Map 74, Parcel 53 Prepared for: Michael Ryan 880 Osgood Street North Andover, MA 01845 Prepared by: New England Engineering Services 60 Beechwood Drive North Andover, MA 01845 Scale: P"=20' Date: January 16,2006 Sheets: 1 GENERAL COMMENTS ❑ The Applicant requested that the outside review by the Town's consultant be waived due to the type of project and limit of impact. ❑ Gene Willis,Town Engineer, reviewed the application and is concerned with the increased impervious area and the impact on stormwater runoff down the driveway and onto Osgood Street. Mr. Willis is requesting that the applicant provide some mitigation measures to address this increases stormwater runoff. RECOMMENDATION ❑ Continue the application pending resolution of drainage concerns from the Town Engineer. Daley, Lincoln From: Willis, Gene Sent: Monday, March 06, 2006 10:04 AM To: Daley, Lincoln Cc: Ben Osgood P. E. (E-mail) Subject: 249 Marbleridge Watershed Lincoln Given the slope of the driveway at 880 Osgood St., the addition of impervious area could increase the flow of runoff down the driveway and out onto Osgood St. We would request the applicant address this concern. Perhaps they can somehow improve existing runoff conditions while they are at it. There are no DPW engineering issues presented by the addition of a proposed pool to lot 1 @ 249 Marbleridge Rd. Also find attached a letter regarding driveways at 249 Marbleridge. driveway access.doc Eugene P. Willis P.E. Director of Engineering North Andover Dept. Public Works i NEw IENGLAND ENGmEmG SERYms9 INN. 1600 Osgood Street Building 20 Suite 2-64 North Andover, MA 01845 T,1: (978) 686-1768 • Fax: (978) 327-6138 Benjamin C. Osgood, Jr., P.E. President March 16,2006 Lincoln Daley North Andover Planning Board 400 Osgood Street North Andover,MA 01 845 Re: 880 Osgood Street,North Andover Watershed Special Permit. Dear Lincoln: Enclosed are revised plans and a short drainage analysis for the above referenced property. The drainage analysis was limited to the proposed garage area and was used to determine what the increased volume of flow from the property would be with the addition of the impervious area associated with the garage. The results of the drainage analysis were used to size an infiltrator system to capture water from the existing roof that can store a volume of water equal to what the increased flow from the new garage roof. The infiltrator chambers will be connected to the existing roof using a new gutter and downspout system. The location for the infiltrators was chosen based upon the fact that the area was filled when the house was constructed so the infiltrators will be above the groundwater. If you need further information or clarification,please don't hesitate to contact this office. I will be at your March 21,2006 meeting to discuss this matter. Sincerely, Benjamin C., Osgood,P . NEW ENGLAND ENGINEERING SERVICES 60 BEECHWOOD DRIVE-NORTH ANDOVER,MA 01845 INC JOB /Zy'G � �f /U 1f1L y' (978)686-1768-(888)359-7645-Fax(978)685-1099 SHEET NO. C� OF T CALCULATED BY 5!P99 y L-1 0 T DATE 3 l6_6 CHECKED BY DATE SCALE IAIm w � g Z o r 4< 880 Osgood Street, Predevelopment Type 11124-hr 100 Year Rainfall=6.40" Prepared by NEW ENGLAND ENGINEERING SERVICES INC. HydroCAD®7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 3/15/2006 Subcatchment 1S: Exist. Garage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.05 cfs @ 12.03 hrs, Volume= 132 cf, Depth> 3.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40" Area (sf) CN Description 480 74 775% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 24 0.1600 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3 OF �- 880 Osgood Street, Predevelopment Type 11124-hr 100 Year Rainfall=6.40° Prepared by NEW ENGLAND ENGINEERING SERVICES INC. HydroCAD®7.10 s/n 002248 ©2005 HydroCAD Software Solutions LLC 3/15/2006 Subcatchment 2S: proposed garage area [49] Hint: Tc<2dt may require smaller dt Runoff = 0.08 cfs @ 12.00 hrs, Volume= 228 cf, Depth> 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Rainfall=6.40° Area (sf) CN Description 480 98 Paved parking &roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 20 0.6666 4.1 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 8.0 Incremental Storage Volumes O" Table 5 and Table 6 provide incremental storage volumes TABLE 6-SC-740 Incremental Storage Volumes Per Chamber for SC-310 and SC-740 chamber systems. This infor- Assumes 40%Stone Porosity. Calculations are Based mation may be used to calculate a detention/retention Upon a 6-inch Stone Base Under the Chambers. system's stage storage volume. Product Specifications: 1.1, 2.2, 2.3, 2.4 and 2.6 TABLE 5-SC-310 Incremental Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based 42 45.90 74.90` Upon a 6-inch Stone Base Under the Chambers. 41 7 45.90 73.77 40 Stone 45.90 72.64 39 Cover 45.90 71.52 qq_ 38 45.90 70.39 '' 37 45.90 69.26 ' ' ' 36 45.90 68.14 35 45.85 66.98 14.70 34 45.69 65.75 27 14.70 30.21 33 45.41 64.46 26 Stone 14.70 29.42 32 44.81 62.97 25 Cover 14.70 28.63 31 44.01 61.36 24 1 14.70 27.84 30 43.06 59.66 23 - 14.70 27.05 29 41.98 5289 22 14.70 26.26 28 40.80 56.05 J)„) 21 14.64 25.43 27 39.54 54.17 20 14.49 . 24.54 26 38.18 52.23 19 14.22 23.58 25 36.74 50.23 18 13.68 22.47 24 35.22 48.19 23 33.64 46.11 17 12.99 21.25 22 31.99 44.00 16 12.17 19.97 21 30.29 41.85 15 11.25 18.62 20 28.54 39.67 14 10.23 17.22 19 26.14 37.47 13 9.15 15.78 18 24.89 35.23 12 7.99 14.29 17 23.00 32.96 11 6.78 12.77 16 21.06 30.68 \10 5.51 11.22 15 19.09 28.36 9 4.19 9.64 14 17.08 26.03 8 2.83 8.03 13 15.04 23.68 7 1.43 6.40 ---1-2,-_ 12.97 21.31 6 0 4.74 11 10.87 18.92 5 0 3.95 10 8.74 16.51 9 6.58 14.09 4 Stone 0 3.16 8 4.41 11.66 3 Foundation 0 2.37 7 221 9.21 2 0 1.58 6- 0 6.76 1 0 0.79 5 0 5.63 Note:Add 0.79 cu, ft.of storage for each additional inch of 4 Stone 0 4.51 stone foundation. 3 Foundation 0 3.38 2 0 2.25 1 0 1.13 OP Note:Add 1.13 cu.ft.of storage for each additional inch of stone foundation. 14 Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information.