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HomeMy WebLinkAbout2012-09-04 Planning Board Supplemental Materials (32)Sullivan Engineering Group, LLC Clvll Engineers & Land Development Consultants August 7, 2012 Town of North Andover Planning Board c/o Judith Tymon - Town Planner 1600 Osgood Street North Andover, MA 01845 Re: Watershed Special Permit Application 0 Great Pond Road, North Andover Tax Map 103 Parcel 128 Ms. Tymon; On behalf of the owner/applicant, David & Corliss Paolino, I am submitting an application to the Planning Board for a Watershed Special Permit for the above referenced site. Enclosed for your review are the following items: 1) A completed Application for Watershed Special Permit. 2) A check for $300.00 payable to the Town of North Andover 3) A certified abutter's list 4) Engineering calculations for sizing the proposed drainage recharge systems 5) A Proposed Site Development Plan for 0 Great Pond Road prepared by Sullivan Engineering Group, LLC scale 1"=20', dated July 30, 2012 (2 sheets) 6) Architectural Plans by Royal Oaks Design (7 sheets) 7) A check for $2,000.00 payable to the Town of North Andover for the review consultant fee. If you should have any questions or require additional information please feel free to contact me. Attachments (as noted) 22 Mount Vernon Road — Boxford, Massachusetts 01921 — (978) 352 -7871 -Phone 978 352-7871 - Fax Print Form PLANNING DEPARTMENT Community Development Division III Special Permit — Watershed Permit AUUlication III Please type or print clearly. 1. Petitioner: David + Corliss Paolino Petitioner's Address: 940 Great Pond Road, North Andover Telephone number: 978-687-3046 2. Owners of the Land: Same as Petitioner Address: Number of years of ownership: 16 years (purchased in 1996) 3. Year lot was created: 1990 4. Is the lot currently on septic or sewer? If on sewer, please provide date the sewer connection was completed: Sewer lateral to property line 5. Description of Proposed Project: Seeking to construct a single family dwelling, porous pavement driveway, roofed porches, deck, site utilities, and associated site grading on a presently undeveloped, buildable lot in the Watershed Protecton District. 6. Description of Premises: Undeveloped wooded building lot 7. Address of Property Being Affected: 0 Great Pond Road Zoning District: R1 Assessors Map: 103 Lot #: 128 Registry of Deeds: Book #: 99 Page #: 141 8. Existing Lot Lot Area (Sq. Ft): 87,121 s.f. Building Height: n/a Street Frontage: 271.58 feet Side Setbacks: n/a Front Setback: n/a Rear Setback: n/a Floor Area Ratio: n/a Lot Coverage: n/a 9. Proposed Lot (if applicable): Lot Area (Sq. Ft): Building Height: Street Frontage: Side Setbacks: Page 1 of 2 1600 Osgood Street, North Andover, IIIdg.20, Suite 2-36 Planning Dept., Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.townofnorthandover.com Edited 8/6/01 Front Setback: _ Floor Area Ratio: 10. Required Lot (as required by Zoning Bylaw): Lot Area (Sq. Ft): 87,120 s.f. Street Frontage: 175 feet Front Setback: 30 feet Floor Area Ratio: n/a 11. Existing Building (if applicable): Ground Floor (Sq. Ft.): _ Total Sq. Ft.: Use: Rear Setback: Lot Coverage: Building Height: 35 feet max. Side Setbacks: 30 feet Rear Setback: 30 feet Lot Coverage: n/a # of Floors: Height: Type of Construction: 12. Proposed Building: Ground Floor (Sq. Ft.): 1701 # of Floors: 2 Total Sq. Ft. 4,972 s.f. (inc. bsmt) Height: 32 Use: Single Family - Resdential 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 Rpnupctpd 4.136 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's Signatu Print or type name he Owner's Signature: Print or type name he 16. Please list title of plans and documents you will be attaching to this application. Site Development Plan of Land -Tax Map 103 Parcel 128 dated July 30_2012 by Sullivan Eng. Page 2 of 2 1600 Osgood Street, North Andover, BIdg.20, Suite 2-36 Planning Dept., Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.townofnorthandover.com Edited 8/6/01 Sullivan Engineering Group, LLC Civil Engineers & Land Development Consultants Watershed Special Permit Application 0 Great Pond Road (Tax Map 103 Parcel 128) To: North Andover Planning Board From: Jack Sullivan, P.E. Date: August 7, 2012 Subject: 0 Great Pond Road - Written Support for Project Planning Board Members: The following written summary is prepared on behalf of the owner/applicant, David + Corliss Paolino, in support of constructing a single family dwelling on the currently undeveloped building parcel referenced above. This project involves the construction of a single family dwelling, porous pavement driveway, porch, deck, site utilities, and site grading with portions of the above work within the 100 foot "Non -Disturbance" zone as defined under the Watershed District Bylaw. The petitioner received a variance from the North Andover ZBA (Petition 2012-001) to construct a portion of the proposed dwelling within the "Non - Disturbance", which was required prior to requesting a Special Permit from the Planning Board. It should be noted that this lot was created in 1990. 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 owners have owned this parcel for I6 years and one of their six children has expressed interest in building on this parcel. 2. Preventing overcrowding of land The proposed house construction has a footprint area that will only cover 3.35% of the lot area. 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 Ihis project will not increase traffic congestion since this is a single family dwelling with limited trips per day. Adduionally, the proposed driveway layout (circular) was carefully planned to allow for safe vehicle movements and site distance due to the meandering layout of Great Pond Road 5. Preventing undue concentration of population This project is a single family dwelling unit which is consistent with surrounding properties and as such will not have a measurable impact on population. 22 Mount Vernon Road - Boxford, Massachusetts 01921 - (978) 352 -7871 -Phone - 978 352-7871 - Fax 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. The proposed structure will be easily accessible to fire fighting equipment and will meet Building Code requirements in providing smoke detectors. 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 andlor 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 all impervious areas. Runoff associated with impervious surface will be conveyed to a drywell system and will utilize the subbase materials (crushed stone) of the porous pavement driveway to promote groundwater recharge. The porous pavement is a low impact design which reduces potential site alterations for larger BMP devices (i.e detention basins). The subbase of the porous pavement will be constructed in accordance with UNH design standards for cold climates (a construction detail has been provided on the design plans). 4) The proposed dwelling will be 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 25 feet of all wetland resource areas. 6) Carefully planning went into the house 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. 22 Mount Vernon Road - Boxford, Massachusetts 01921 - (978) 352 -7871 -Phone - 978352 -7871 -Fax 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 petitioner presented a strong case to the ZBA for a variance to allow a portion of the dwelling to be constructed in the "Non -Disturbance " zone. The location of the proposed house was carefully planned to make best use of the site topography and allow adequate room for a circular driveway due to the petitioners concerns with vehicle movements entering/exiting the property. The house that the petitioner is seeking to build could not be constructed outside of the 100 foot Non -Disturbance " zone, white still maintaining the required front yard zoning setback. 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. 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 proposed dwelling will be 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. Attachments (as noted) Cc: David + Corliss Paolino, Owners 22 Mount Vernon Road — Boxford, Massachusetts 01921 — (978) 352 -7871 -Phone — 978 352-7871 - Fax Abutter to Abutter( ) Building Dept. ( ) Conservation ( X ) Zoning ( ) This certifies that the names appearing on the records of the Assessors'Office as of Certified by:,2 Date '1Z NORTH ANDOVER REQUIREMENT: WL4q Section 11 statesln pert'Pades in lnhnestas used in Mis ofaq,orshall mean the pedtimm muders, owners offend dmdly 0mositom mry PubV.a1PnmWvfay, and abutters to abu mwitNn mam hundred(300)feet of Ne poperty Me the petitioner as me,ap an the most recantapprimble tes, Hot, netwiNstamNg that to land of any such mvner 5locrated in enamor dty or imvn. Ne planning board ofMeall, ar town, and to planning board of a., bulm, dty or toW Subiett Property: MAP PARCEL Name Address 103 128 Osprey ReaNy7rust 0 Great Pond Road, North Andover, MA 01845 John Pallone Trustee 861 Turnpike Street, North Andover, MA 01845 Abutters PropeMes Map Pam el Name Address 103 3 Brooks School 1160 Great Pond Road, North Andover, MA 01845 103 8 Gale Wainer 14 Randall Road Ipswich, MA 01938 103 25 & 132 John Pallone 861 Turnpike Street, North Andover, MA 01845 103 27 Marc Rudick 1046 Great Pond Road, North Andover, MA 01845 103 35 David Polino 940 Great Pond Road, North Andover, MA 01845 103 40 Christine Sylvester 1027 Great Pond Road, North Andover, MA 01845 103 41 Mark DISalvo 1011 Great Pond Road, North Andover, MA 01845 103 42 Manuel Arista 1001 Great Pond Road, North Andover, MA 01845 103 56 James Carlson 25 Essex Street, North Andover, MA 01845 103 130 David PaWioo 940 Great Pond Road, North Andover, MA 01845 This certifies that the names appearing on the records of the Assessors'Office as of Certified by:,2 Date '1Z Drainage Diagram for 940 Great Pond Road, NA Prepared by Sullivan Engineering Group, LLC 8/7/2012 HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcat Reach Pond Link 1S Driveway 2S Front Roof Areas 3S Rear Roof Areas 1R 4" HDPE Roof Drain 1P Porous pvmt Base 2P 500 Gallon Drywell w/ 36" stone surrrounding Type III 24-hr 2 Year Storm Rainfall=3.10"940 Great Pond Road, NA Page 2Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3,248 sf Runoff Depth=1.73"Subcatchment 1S: Driveway Tc=462.0 min CN=98 Runoff=0.02 cfs 0.011 af Runoff Area=1,906 sf Runoff Depth=2.68"Subcatchment 2S: Front Roof Areas Tc=6.0 min CN=98 Runoff=0.13 cfs 0.010 af Runoff Area=1,442 sf Runoff Depth=2.68"Subcatchment 3S: Rear Roof Areas Tc=6.0 min CN=98 Runoff=0.10 cfs 0.007 af Peak Depth=0.18' Max Vel=2.7 fps Inflow=0.13 cfs 0.010 afReach 1R: 4" HDPE Roof Drain D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs Outflow=0.13 cfs 0.010 af Peak Elev=96.01' Storage=9 cf Inflow=0.13 cfs 0.021 afPond 1P: Porous pvmt Base Outflow=0.13 cfs 0.020 af Peak Elev=91.18' Storage=90 cf Inflow=0.10 cfs 0.007 afPond 2P: 500 Gallon Drywell w/ 36" stone surrro Outflow=0.02 cfs 0.007 af Total Runoff Area = 0.151 ac Runoff Volume = 0.028 af Average Runoff Depth = 2.21" Type III 24-hr 2 Year Storm Rainfall=3.10"940 Great Pond Road, NA Page 3Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 1S: Driveway Runoff=0.02 cfs @ 17.94 hrs, Volume=0.011 af, Depth=1.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Storm Rainfall=3.10" Area (sf)CNDescription 3,24898Porous Pvmt TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 462.0 Direct Entry, Subcatchment 1S: Driveway Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.025 0.024 0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 2 Year Storm Rainfall=3.10" Runoff Area=3,248 sf Runoff Volume=0.011 af Runoff Depth=1.73" Tc=462.0 min CN=98 0.02 cfs Type III 24-hr 2 Year Storm Rainfall=3.10"940 Great Pond Road, NA Page 4Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 2S: Front Roof Areas Runoff=0.13 cfs @ 12.09 hrs, Volume=0.010 af, Depth=2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Storm Rainfall=3.10" Area (sf)CNDescription 1,90698Portion of Roof Area + Front Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2 Year Storm Rainfall=3.10" Runoff Area=1,906 sf Runoff Volume=0.010 af Runoff Depth=2.68" Tc=6.0 min CN=98 0.13 cfs Type III 24-hr 2 Year Storm Rainfall=3.10"940 Great Pond Road, NA Page 5Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 3S: Rear Roof Areas Runoff=0.10 cfs @ 12.09 hrs, Volume=0.007 af, Depth=2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Storm Rainfall=3.10" Area (sf)CNDescription 1,44298Portion of Bldg Roof + Rear Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 3S: Rear Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 2 Year Storm Rainfall=3.10" Runoff Area=1,442 sf Runoff Volume=0.007 af Runoff Depth=2.68" Tc=6.0 min CN=98 0.10 cfs Type III 24-hr 2 Year Storm Rainfall=3.10"940 Great Pond Road, NA Page 6Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Reach 1R: 4" HDPE Roof Drain Inflow Area =0.044 ac, Inflow Depth = 2.68" for 2 Year Storm event Inflow=0.13 cfs @ 12.09 hrs, Volume=0.010 af Outflow=0.13 cfs @ 12.10 hrs, Volume=0.010 af, Atten= 1%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.7 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.1 fps, Avg. Travel Time= 0.8 min Peak Depth= 0.18' @ 12.09 hrs Capacity at bank full= 0.22 cfs Inlet Invert= 97.50', Outlet Invert= 97.00' 4.0" Diameter Pipe n= 0.011 Length= 50.0' Slope= 0.0100 '/' Reach 1R: 4" HDPE Roof Drain Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.044 ac Peak Depth=0.18' Max Vel=2.7 fps D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs 0.13 cfs 0.13 cfs Type III 24-hr 2 Year Storm Rainfall=3.10"940 Great Pond Road, NA Page 7Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 1P: Porous pvmt Base Design Perc rate of soils = 12 MPI Inflow Area =0.118 ac, Inflow Depth = 2.08" for 2 Year Storm event Inflow=0.13 cfs @ 12.10 hrs, Volume=0.021 af Outflow=0.13 cfs @ 12.11 hrs, Volume=0.020 af, Atten= 3%, Lag= 1.1 min Discarded=0.13 cfs @ 12.11 hrs, Volume=0.020 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 96.01' @ 12.11 hrs Surf.Area= 3,240 sf Storage= 9 cf Plug-Flow detention time= 1.1 min calculated for 0.020 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 874.5 - 873.8 ) #InvertAvail.StorageStorage Description 196.00'2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0% Voids #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=96.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.38 cfs) Pond 1P: Porous pvmt Base Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.118 ac Peak Elev=96.01' Storage=9 cf 0.13 cfs 0.13 cfs Type III 24-hr 2 Year Storm Rainfall=3.10"940 Great Pond Road, NA Page 8Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Area =0.033 ac, Inflow Depth = 2.68" for 2 Year Storm event Inflow=0.10 cfs @ 12.09 hrs, Volume=0.007 af Outflow=0.02 cfs @ 11.70 hrs, Volume=0.007 af, Atten= 83%, Lag= 0.0 min Discarded=0.02 cfs @ 11.70 hrs, Volume=0.007 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 91.18' @ 12.55 hrs Surf.Area= 144 sf Storage= 90 cf Plug-Flow detention time= 31.7 min calculated for 0.007 af (100% of inflow) Center-of-Mass det. time= 31.3 min ( 770.2 - 738.9 ) #InvertAvail.StorageStorage Description 189.75'196 cf 12.00'W x 12.00'L x 4.00'H Prismatoid 576 cf Overall - 85 cf Embedded = 491 cf x 40.0% Voids 290.75'85 cf 6.00'D x 3.00'H Vertical Cone/Cylinder Inside #1 281 cfTotal Available Storage #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.70 hrs HW=89.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.033 ac Peak Elev=91.18' Storage=90 cf 0.10 cfs 0.02 cfs Type III 24-hr 10 Year Storm Rainfall=4.50"940 Great Pond Road, NA Page 9Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3,248 sf Runoff Depth=2.59"Subcatchment 1S: Driveway Tc=462.0 min CN=98 Runoff=0.03 cfs 0.016 af Runoff Area=1,906 sf Runoff Depth=3.96"Subcatchment 2S: Front Roof Areas Tc=6.0 min CN=98 Runoff=0.19 cfs 0.014 af Runoff Area=1,442 sf Runoff Depth=3.96"Subcatchment 3S: Rear Roof Areas Tc=6.0 min CN=98 Runoff=0.14 cfs 0.011 af Peak Depth=0.23' Max Vel=2.9 fps Inflow=0.19 cfs 0.014 afReach 1R: 4" HDPE Roof Drain D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs Outflow=0.19 cfs 0.014 af Peak Elev=96.01' Storage=13 cf Inflow=0.19 cfs 0.031 afPond 1P: Porous pvmt Base Outflow=0.19 cfs 0.031 af Peak Elev=92.10' Storage=158 cf Inflow=0.14 cfs 0.011 afPond 2P: 500 Gallon Drywell w/ 36" stone surrr Outflow=0.02 cfs 0.011 af Total Runoff Area = 0.151 ac Runoff Volume = 0.042 af Average Runoff Depth = 3.29" Type III 24-hr 10 Year Storm Rainfall=4.50"940 Great Pond Road, NA Page 10Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 1S: Driveway Runoff=0.03 cfs @ 17.94 hrs, Volume=0.016 af, Depth=2.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf)CNDescription 3,24898Porous Pvmt TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 462.0 Direct Entry, Subcatchment 1S: Driveway Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 10 Year Storm Rainfall=4.50" Runoff Area=3,248 sf Runoff Volume=0.016 af Runoff Depth=2.59" Tc=462.0 min CN=98 0.03 cfs Type III 24-hr 10 Year Storm Rainfall=4.50"940 Great Pond Road, NA Page 11Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 2S: Front Roof Areas Runoff=0.19 cfs @ 12.09 hrs, Volume=0.014 af, Depth=3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf)CNDescription 1,90698Portion of Roof Area + Front Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10 Year Storm Rainfall=4.50" Runoff Area=1,906 sf Runoff Volume=0.014 af Runoff Depth=3.96" Tc=6.0 min CN=98 0.19 cfs Type III 24-hr 10 Year Storm Rainfall=4.50"940 Great Pond Road, NA Page 12Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 3S: Rear Roof Areas Runoff=0.14 cfs @ 12.09 hrs, Volume=0.011 af, Depth=3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf)CNDescription 1,44298Portion of Bldg Roof + Rear Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 3S: Rear Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 10 Year Storm Rainfall=4.50" Runoff Area=1,442 sf Runoff Volume=0.011 af Runoff Depth=3.96" Tc=6.0 min CN=98 0.14 cfs Type III 24-hr 10 Year Storm Rainfall=4.50"940 Great Pond Road, NA Page 13Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Reach 1R: 4" HDPE Roof Drain Inflow Area =0.044 ac, Inflow Depth = 3.96" for 10 Year Storm event Inflow=0.19 cfs @ 12.09 hrs, Volume=0.014 af Outflow=0.19 cfs @ 12.09 hrs, Volume=0.014 af, Atten= 1%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.9 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.2 fps, Avg. Travel Time= 0.7 min Peak Depth= 0.23' @ 12.09 hrs Capacity at bank full= 0.22 cfs Inlet Invert= 97.50', Outlet Invert= 97.00' 4.0" Diameter Pipe n= 0.011 Length= 50.0' Slope= 0.0100 '/' Reach 1R: 4" HDPE Roof Drain Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.044 ac Peak Depth=0.23' Max Vel=2.9 fps D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs 0.19 cfs 0.19 cfs Type III 24-hr 10 Year Storm Rainfall=4.50"940 Great Pond Road, NA Page 14Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 1P: Porous pvmt Base Design Perc rate of soils = 12 MPI Inflow Area =0.118 ac, Inflow Depth = 3.10" for 10 Year Storm event Inflow=0.19 cfs @ 12.09 hrs, Volume=0.031 af Outflow=0.19 cfs @ 12.11 hrs, Volume=0.031 af, Atten= 3%, Lag= 1.1 min Discarded=0.19 cfs @ 12.11 hrs, Volume=0.031 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 96.01' @ 12.11 hrs Surf.Area= 3,240 sf Storage= 13 cf Plug-Flow detention time= 1.1 min calculated for 0.030 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 870.6 - 869.9 ) #InvertAvail.StorageStorage Description 196.00'2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0% Voids #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=96.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.38 cfs) Pond 1P: Porous pvmt Base Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.118 ac Peak Elev=96.01' Storage=13 cf 0.19 cfs 0.19 cfs Type III 24-hr 10 Year Storm Rainfall=4.50"940 Great Pond Road, NA Page 15Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Area =0.033 ac, Inflow Depth = 3.96" for 10 Year Storm event Inflow=0.14 cfs @ 12.09 hrs, Volume=0.011 af Outflow=0.02 cfs @ 11.60 hrs, Volume=0.011 af, Atten= 88%, Lag= 0.0 min Discarded=0.02 cfs @ 11.60 hrs, Volume=0.011 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.10' @ 12.69 hrs Surf.Area= 144 sf Storage= 158 cf Plug-Flow detention time= 64.0 min calculated for 0.011 af (100% of inflow) Center-of-Mass det. time= 63.3 min ( 799.1 - 735.8 ) #InvertAvail.StorageStorage Description 189.75'196 cf 12.00'W x 12.00'L x 4.00'H Prismatoid 576 cf Overall - 85 cf Embedded = 491 cf x 40.0% Voids 290.75'85 cf 6.00'D x 3.00'H Vertical Cone/Cylinder Inside #1 281 cfTotal Available Storage #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.60 hrs HW=89.80' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.033 ac Peak Elev=92.10' Storage=158 cf 0.14 cfs 0.02 cfs Type III 24-hr 25 Year Storm Rainfall=5.50"940 Great Pond Road, NA Page 16Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3,248 sf Runoff Depth=3.22"Subcatchment 1S: Driveway Tc=462.0 min CN=98 Runoff=0.04 cfs 0.020 af Runoff Area=1,906 sf Runoff Depth=4.87"Subcatchment 2S: Front Roof Areas Tc=6.0 min CN=98 Runoff=0.23 cfs 0.018 af Runoff Area=1,442 sf Runoff Depth=4.87"Subcatchment 3S: Rear Roof Areas Tc=6.0 min CN=98 Runoff=0.17 cfs 0.013 af Peak Depth=0.28' Max Vel=2.9 fps Inflow=0.23 cfs 0.018 afReach 1R: 4" HDPE Roof Drain D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs Outflow=0.23 cfs 0.018 af Peak Elev=96.01' Storage=16 cf Inflow=0.23 cfs 0.038 afPond 1P: Porous pvmt Base Outflow=0.23 cfs 0.038 af Peak Elev=92.82' Storage=212 cf Inflow=0.17 cfs 0.013 afPond 2P: 500 Gallon Drywell w/ 36" stone surrr Outflow=0.02 cfs 0.013 af Total Runoff Area = 0.151 ac Runoff Volume = 0.051 af Average Runoff Depth = 4.06" Type III 24-hr 25 Year Storm Rainfall=5.50"940 Great Pond Road, NA Page 17Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 1S: Driveway Runoff=0.04 cfs @ 17.94 hrs, Volume=0.020 af, Depth=3.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Storm Rainfall=5.50" Area (sf)CNDescription 3,24898Porous Pvmt TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 462.0 Direct Entry, Subcatchment 1S: Driveway Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 25 Year Storm Rainfall=5.50" Runoff Area=3,248 sf Runoff Volume=0.020 af Runoff Depth=3.22" Tc=462.0 min CN=98 0.04 cfs Type III 24-hr 25 Year Storm Rainfall=5.50"940 Great Pond Road, NA Page 18Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 2S: Front Roof Areas Runoff=0.23 cfs @ 12.09 hrs, Volume=0.018 af, Depth=4.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Storm Rainfall=5.50" Area (sf)CNDescription 1,90698Portion of Roof Area + Front Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 Year Storm Rainfall=5.50" Runoff Area=1,906 sf Runoff Volume=0.018 af Runoff Depth=4.87" Tc=6.0 min CN=98 0.23 cfs Type III 24-hr 25 Year Storm Rainfall=5.50"940 Great Pond Road, NA Page 19Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 3S: Rear Roof Areas Runoff=0.17 cfs @ 12.09 hrs, Volume=0.013 af, Depth=4.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year Storm Rainfall=5.50" Area (sf)CNDescription 1,44298Portion of Bldg Roof + Rear Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 3S: Rear Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 25 Year Storm Rainfall=5.50" Runoff Area=1,442 sf Runoff Volume=0.013 af Runoff Depth=4.87" Tc=6.0 min CN=98 0.17 cfs Type III 24-hr 25 Year Storm Rainfall=5.50"940 Great Pond Road, NA Page 20Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Reach 1R: 4" HDPE Roof Drain Inflow Area =0.044 ac, Inflow Depth = 4.87" for 25 Year Storm event Inflow=0.23 cfs @ 12.09 hrs, Volume=0.018 af Outflow=0.23 cfs @ 12.09 hrs, Volume=0.018 af, Atten= 1%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.9 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.7 min Peak Depth= 0.28' @ 12.09 hrs Capacity at bank full= 0.22 cfs Inlet Invert= 97.50', Outlet Invert= 97.00' 4.0" Diameter Pipe n= 0.011 Length= 50.0' Slope= 0.0100 '/' Reach 1R: 4" HDPE Roof Drain Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.044 ac Peak Depth=0.28' Max Vel=2.9 fps D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs 0.23 cfs 0.23 cfs Type III 24-hr 25 Year Storm Rainfall=5.50"940 Great Pond Road, NA Page 21Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 1P: Porous pvmt Base Design Perc rate of soils = 12 MPI Inflow Area =0.118 ac, Inflow Depth = 3.83" for 25 Year Storm event Inflow=0.23 cfs @ 12.10 hrs, Volume=0.038 af Outflow=0.23 cfs @ 12.11 hrs, Volume=0.038 af, Atten= 3%, Lag= 1.1 min Discarded=0.23 cfs @ 12.11 hrs, Volume=0.038 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 96.01' @ 12.11 hrs Surf.Area= 3,240 sf Storage= 16 cf Plug-Flow detention time= 1.1 min calculated for 0.038 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 868.8 - 868.2 ) #InvertAvail.StorageStorage Description 196.00'2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0% Voids #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=96.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.38 cfs) Pond 1P: Porous pvmt Base Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.118 ac Peak Elev=96.01' Storage=16 cf 0.23 cfs 0.23 cfs Type III 24-hr 25 Year Storm Rainfall=5.50"940 Great Pond Road, NA Page 22Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Area =0.033 ac, Inflow Depth = 4.87" for 25 Year Storm event Inflow=0.17 cfs @ 12.09 hrs, Volume=0.013 af Outflow=0.02 cfs @ 11.35 hrs, Volume=0.013 af, Atten= 90%, Lag= 0.0 min Discarded=0.02 cfs @ 11.35 hrs, Volume=0.013 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.82' @ 12.89 hrs Surf.Area= 144 sf Storage= 212 cf Plug-Flow detention time= 91.5 min calculated for 0.013 af (100% of inflow) Center-of-Mass det. time= 91.0 min ( 825.6 - 734.6 ) #InvertAvail.StorageStorage Description 189.75'196 cf 12.00'W x 12.00'L x 4.00'H Prismatoid 576 cf Overall - 85 cf Embedded = 491 cf x 40.0% Voids 290.75'85 cf 6.00'D x 3.00'H Vertical Cone/Cylinder Inside #1 281 cfTotal Available Storage #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.35 hrs HW=89.79' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.033 ac Peak Elev=92.82' Storage=212 cf 0.17 cfs 0.02 cfs Type III 24-hr 100 Year Storm Rainfall=6.40"940 Great Pond Road, NA Page 23Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=3,248 sf Runoff Depth=3.78"Subcatchment 1S: Driveway Tc=462.0 min CN=98 Runoff=0.05 cfs 0.023 af Runoff Area=1,906 sf Runoff Depth=5.69"Subcatchment 2S: Front Roof Areas Tc=6.0 min CN=98 Runoff=0.27 cfs 0.021 af Runoff Area=1,442 sf Runoff Depth=5.69"Subcatchment 3S: Rear Roof Areas Tc=6.0 min CN=98 Runoff=0.20 cfs 0.016 af Peak Depth=0.33' Max Vel=2.9 fps Inflow=0.27 cfs 0.021 afReach 1R: 4" HDPE Roof Drain D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs Outflow=0.24 cfs 0.021 af Peak Elev=96.01' Storage=17 cf Inflow=0.25 cfs 0.044 afPond 1P: Porous pvmt Base Outflow=0.24 cfs 0.044 af Peak Elev=93.52' Storage=264 cf Inflow=0.20 cfs 0.016 afPond 2P: 500 Gallon Drywell w/ 36" stone surrr Outflow=0.02 cfs 0.016 af Total Runoff Area = 0.151 ac Runoff Volume = 0.060 af Average Runoff Depth = 4.75" Type III 24-hr 100 Year Storm Rainfall=6.40"940 Great Pond Road, NA Page 24Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 1S: Driveway Runoff=0.05 cfs @ 17.94 hrs, Volume=0.023 af, Depth=3.78" 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 Storm Rainfall=6.40" Area (sf)CNDescription 3,24898Porous Pvmt TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 462.0 Direct Entry, Subcatchment 1S: Driveway Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 100 Year Storm Rainfall=6.40" Runoff Area=3,248 sf Runoff Volume=0.023 af Runoff Depth=3.78" Tc=462.0 min CN=98 0.05 cfs Type III 24-hr 100 Year Storm Rainfall=6.40"940 Great Pond Road, NA Page 25Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 2S: Front Roof Areas Runoff=0.27 cfs @ 12.09 hrs, Volume=0.021 af, 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 Storm Rainfall=6.40" Area (sf)CNDescription 1,90698Portion of Roof Area + Front Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100 Year Storm Rainfall=6.40" Runoff Area=1,906 sf Runoff Volume=0.021 af Runoff Depth=5.69" Tc=6.0 min CN=98 0.27 cfs Type III 24-hr 100 Year Storm Rainfall=6.40"940 Great Pond Road, NA Page 26Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Subcatchment 3S: Rear Roof Areas Runoff=0.20 cfs @ 12.09 hrs, Volume=0.016 af, 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 Storm Rainfall=6.40" Area (sf)CNDescription 1,44298Portion of Bldg Roof + Rear Porch Roof TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 3S: Rear Roof Areas Runoff Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 100 Year Storm Rainfall=6.40" Runoff Area=1,442 sf Runoff Volume=0.016 af Runoff Depth=5.69" Tc=6.0 min CN=98 0.20 cfs Type III 24-hr 100 Year Storm Rainfall=6.40"940 Great Pond Road, NA Page 27Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Reach 1R: 4" HDPE Roof Drain Inflow Area =0.044 ac, Inflow Depth = 5.69" for 100 Year Storm event Inflow=0.27 cfs @ 12.09 hrs, Volume=0.021 af Outflow=0.24 cfs @ 12.07 hrs, Volume=0.021 af, Atten= 10%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.9 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.6 min Peak Depth= 0.33' @ 12.13 hrs Capacity at bank full= 0.22 cfs Inlet Invert= 97.50', Outlet Invert= 97.00' 4.0" Diameter Pipe n= 0.011 Length= 50.0' Slope= 0.0100 '/' Reach 1R: 4" HDPE Roof Drain Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.044 ac Peak Depth=0.33' Max Vel=2.9 fps D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs 0.27 cfs 0.24 cfs Type III 24-hr 100 Year Storm Rainfall=6.40"940 Great Pond Road, NA Page 28Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 1P: Porous pvmt Base Design Perc rate of soils = 12 MPI Inflow Area =0.118 ac, Inflow Depth = 4.48" for 100 Year Storm event Inflow=0.25 cfs @ 12.07 hrs, Volume=0.044 af Outflow=0.24 cfs @ 12.11 hrs, Volume=0.044 af, Atten= 2%, Lag= 2.6 min Discarded=0.24 cfs @ 12.11 hrs, Volume=0.044 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 96.01' @ 12.11 hrs Surf.Area= 3,240 sf Storage= 17 cf Plug-Flow detention time= 1.1 min calculated for 0.044 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 867.7 - 867.1 ) #InvertAvail.StorageStorage Description 196.00'2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0% Voids #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=96.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.38 cfs) Pond 1P: Porous pvmt Base Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.118 ac Peak Elev=96.01' Storage=17 cf 0.25 cfs 0.24 cfs Type III 24-hr 100 Year Storm Rainfall=6.40"940 Great Pond Road, NA Page 29Prepared by Sullivan Engineering Group, LLC 8/7/2012HydroCAD® 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Area =0.033 ac, Inflow Depth = 5.69" for 100 Year Storm event Inflow=0.20 cfs @ 12.09 hrs, Volume=0.016 af Outflow=0.02 cfs @ 11.20 hrs, Volume=0.016 af, Atten= 92%, Lag= 0.0 min Discarded=0.02 cfs @ 11.20 hrs, Volume=0.016 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 93.52' @ 13.03 hrs Surf.Area= 144 sf Storage= 264 cf Plug-Flow detention time= 120.0 min calculated for 0.016 af (100% of inflow) Center-of-Mass det. time= 117.7 min ( 851.6 - 733.9 ) #InvertAvail.StorageStorage Description 189.75'196 cf 12.00'W x 12.00'L x 4.00'H Prismatoid 576 cf Overall - 85 cf Embedded = 491 cf x 40.0% Voids 290.75'85 cf 6.00'D x 3.00'H Vertical Cone/Cylinder Inside #1 281 cfTotal Available Storage #RoutingInvertOutlet Devices 1Discarded0.00'0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.20 hrs HW=89.79' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.033 ac Peak Elev=93.52' Storage=264 cf 0.20 cfs 0.02 cfs AMOCO, 1380 SILT STOP (OR EQUAL) WOOD POS1 WOOD STAKES 7.7' 0. C. AMOCO, 1380 SILT STOP (OR EQUAL), 3.5' WIDE 6"X 6" TRENCH WITH BACKFILL IN PLACE �. PLAN VIEW HAYBALES STAKE FLOW HAYBALES (BUTT TOGETHER) 1"X 1"X 3' STAKES (2) PER BALE HAYBALES TO BE ENTRENCHED MI�FLOW o• -C. • o a CROSS SECTION EROSION CONTROL BARRIER (NOT TO SCALE) Ro P� PGO EPS GR Geotextile fabric to stabilize foundation -1 (especially important where wetness is anticipated) 16 {t• FILTER FABRIC MIRAFI 140N TO ENCLOSE ENTIRE FACILITY 4" T36"� PLAN VIEW I" DIA INSPECTION COVER X136" f X" --DRAIN HOLES 4" TO 1,5" TAPERED /.� ;moi / : /.� ;moi ►! ; 1. `��i 1 : 1�i 1 3/4" TO 1 1/2" SECTION VIEW WASHED STONE ITEM NO, WEIGHT e d d V d a e e d e DW-50OSDW STANDARD 4,099# 0 o� CO 3' STACKABLE d O O O O O O CO E.SH.G.W. ® OR BELOW ELEV = 86.2' SHEA (NOT TO SCALE) O 0 0 0 0 0 CO d a X136" f X" --DRAIN HOLES 4" TO 1,5" TAPERED /.� ;moi / : /.� ;moi ►! ; 1. `��i 1 : 1�i 1 3/4" TO 1 1/2" SECTION VIEW WASHED STONE ITEM NO, WEIGHT 500 GALLON DW-50OSDW STANDARD 4,099# HORIZON B LS 10 YR 6/8 3' STACKABLE DW-3SS 2,008# TOP ELEV=94.25 INV ELEV=93.0' BOTTOM OF STONE ELEV= 89.75' 3.55' 2' MIN. 4— SEASONAL HIGH GROUNDWATER ELEV <= 86.2' PRECAST CONCRETE DRYWELL - 500 GALLON NOT TO SCALE SOILS I NFORMA TION: TEST PITS WERE PERFORMED BY JOHN D. SULLIVAN Ill, P.E., C. S.E. ON 4/27/12 TEST PIT TH-1 ELEV.= 90.4'_+ G.W. OBSERVED AT 60" O"- 7" HORIZON A LS 10 YR 3/3 7"-20" HORIZON B LS 10 YR 6/8 20"-90" LAYER C: SL 2.5 Y 5/4 SOIL MOTTLING ® 50" E.SH.G.W. ® OR BELOW ELEV = 86.2' PERCOLATION RATE : 12 MPI SHELF 23"-41" RESERVED FOR REGISTRY USE ONLY WATERSHED SPECIAL PERMIT TOWN OF NORTH ANDOVER PLANNING BOARD DA TE: TEMPORARY GRAVEL CONSTRUCTION EN TRA N CE/EXIT PAD (NOT TO SCALE) NO TE: CONSTRUCT "TEMPORARY CONSTRUCTION ENTRANCE" AS SHOWN ON DETAIL PLAN PRIOR TO THE BEGINNING OF ANY CONSTRUCTION ACTI VI TIES. ALL CONSTRUCTION VEHICLES SHALL EXIT THE SITE OVER THIS "TEMPORARY CONSTRUCTION ENTRANCE". THE CONTRACTOR SHALL USE THIS AREA TO REMOVE SOIL FROM THE TIRES OF CONSTRUCTION VEHICLES. "TEMPORARY CONSTRUCTION ENTRANCE" TO CONSIST OF SEE SITE PLAN SLOPE ( ) SIX TO TWEL VE INCHES OF TWO TO THREE INCH STONE. 4" OF POROUS ASPHALT 1) NO SAND OR SALT SHALL BE APPLIED TO THE POROUS PAVEMENT AREAS DURING THE WINTER MONTHS. 4" OF 3/4" CRUSHED STONE 2) PAVEMENT SHALL BE INSPECTED ANNUALLY TO INSURE STRUCTURAL 12" OF BANK RUN GRAVEL INTEGRITY AND FUNCTIONALITY. 3) IF THE POROUS PAVEMENT BECOMES CLOGGED WITH SILT, SAND, OR OTHER LAWN CARE OR MAINTENANCE: 3" OF 3/8" PEA GRAVEL MATERIALS THE PAVEMENT SHALL BE VACUUM CLEANED. 4" OF 3/4" CRUSHED STONE 4) THE OWNER OF THE SITE SHALL EDUCATE THE CONTRACTOR RESPONSIBLE THE ONLY FERTILIZERS ALLOWED FOR USE ON THIS PROPERTY FOR SNOW/ICE REMOVAL WHERE THE POROUS PAVEMENT AREAS ARE ON—SITE SHALL BE ORGANIC OR SLOW—RELEASE NITROGEN, PHOSPHORUS EXISTING SUBGRADE MATERIAL AND THAT SAND/SALT SHALL NOT BE USED IN THESE AREAS. FREE PRODUCT. Remaining Roof Area and Rear Porch RL RL have gutters piped underground (ALL EXISTING TOPSOIL & SUBSOIL TO BE REMOVED) NON—ORGANIC PESTICIDES AND HERBICIDES USE IS PROHIBITED. d discharging into drywell (1,442 s. f.) PROP. DRl VEWA Y CONSTRUCTION - CROSS SECTION OPERATION & MAINTENANCE - POROUS PAVEMENT- THESE STATEMENTS SHALL ALSO APPEAR AS A DEED RL = ROOF LEADER PORCH RESTRICTION TO RUN WITH THE TITLE. � NOT TO SCALE RL ' PROP. 2 1/2 STORY /� WOOD FRAME STRUCTURE ---------- GREAT POND ROAD RL TAX MAP 103 PARCEL 128 SITE DEVELOPMENT - PLAN OF LAND RL ROOFED PORCH I LOCATED IN RLI — — J NORTH AND 0 VER, MASSA CHUSETT,1- oQE1 1�,��� 0 (ESSEX CO UNT Y) 5N,0 Hatched Roof Area (1,906 s.f.) RL-��INV.=97.00' PREPARED FOR to have gutters piped underground discharging into driveway subbase DAVID & CORLISS PAOLINO (crushed stone) to promote recharge. t10F 8. SCALE: > "= 20' DATE: JULY 30, 2012 I HEREBY CERTIFY. • ROOF AREA DRAINAGE.• PREPARED BY SCALE: 1'=20' THAT THIS PLAN WAS PREPARED IN ACCORDANCE WITHciw� THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. No. 41586 SULLIVAN ENGINEERING GROUP, LLC REVISIONS �G ������ C%_ _ NO. DATE DESCRIPTION BY CHK'D JOHN D. SULLIVAN Ill, P.E. DATE