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Application - 950 GREAT POND ROAD 8/9/2012
Sullivan Engineering Group, LLC Civil Engineers S 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 I"=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. Very ly Yo S, @ ac ulliva , E. Very T 'y Y s' I Vac /Su61liva ,0P.E. V f Attachments(as noted) AH(3' 1[17 NO)RTH A N�DOAER PLP4NU4G DEPARTMENT 22 Mount Vernon Road Boxford,Massachusetts 01921. (978)352-7871-Phone 978 352-7871 -Fax Print Form � �yORTfi � p At4eo gay�O O A i < 1 ADRAT*D 45 cl"ius PLANNING DEPARTMENT Community Development Division Special Permit—Watershed Permit Application 77711 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 VVatershed 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,Bldg.20,Suite 2-36 Planning Dept.,Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web ww%v.townofnorthandover.com Edited 8/6/07 Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 10.Required Lot(as required by Zoning Bylaw): Lot Area(Sq.Ft):87,120 s.f. Building Height:35 feet max. Street Frontage: 175 feet Side Setbacks:30 feet Front Setback:30 feet Rear Setback:30 feet Floor Area Ratio: n/a Lot Coverage:n/a 11. Existing Building(if applicable): Ground Floor(Sq.Ft.): #of Floors: Total Sq.Ft.: Height: Use: 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 game 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 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 Signature: Print or type name here: v t_csS M V0g0C 'V o Owner's Signature: Print or type name here: j Ayt_h CAv2Li-V 1"1 PA-o(inlo 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. G 2 Page 2 of 2 1600 Osgood Street,North Andover,Bldg.20,Suite 2-36 Planning Dept.,Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.townofnorthmidover.com Edited 8/6/07 Sullivan Engineering Group, LLC Civil Engineers&Land Development Consultants Watershed Special Permit Application 0 Great Pond Road (Tax leap 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 16 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. Additionally, 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 - 978352-7871 -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 strrrct-n e 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 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 storm-water runoff from this site. There will he 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 sui face will be conveyed to a di ywell 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 BAP 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 hcnrse location to limit site grading changes and to match the existing topography. By limiting the grading changes onsite, existing drainage watercourses will continue to junction as in the undeveloped state. 22 Mount Vernon Road — Boxford,Massachusetts 01921 — (978)352-7871-Phone 978 352-7871 -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 arse of the site topography and allow adequate room for a circular driveway dire 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, while still maintaining the required front•ont 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 fee 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 SPCA. 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 T ly Yours Hd A s VAN AI ' Jdcl Su li a C1 No.41586 Attachments (as noted) O �FGJ51 � `St4I�A1.E�1 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 ( ) NORTH ANDOVER REQUIREMENT: MGL40A,Section ll states in part'learges in fntetestas used in ibis chaptershall mean the petitioner, abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within three hundred(3011)feet of the property fine of the petitioner as they appear on the most recent applicable tax fist,notwlthstandng that the land of any such ovmer is located in another dty or torn,the planning board of the city or lawn,and the planning Ward of every abutting city or tom" Sublect Properly; MAP PARCEL Name Address 103 128 Osprey Realty Trust 0 Great Pond Road,North Andover,MA 09845 John Pallone Trustee 861 Turnpike Street,North Andover,MA 01845 Abutters Properties Map Parcel Name Address 103 3 Brooks School 1160 Great Pond Road,North Andover,MA 01845 103 8 Gale Kieiner 14 Randall Road Ipswich,MA 01938 103 25&132 John Pallone 861 Turnpike Street,North Andover,MA 01845 103 27 Marc Rudlck 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 10i 1 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 Paolino 940 Great Pond Road,North Andover,MA 01845 This certifies that the names appearing on the records of the Assessors ffice as of --^ /-fin/ Certified by: Date ©-Z 2S _.._.,. Front R of Areas 30 is -.- Rear Ro f Areas Drivewa 1 R 4" HD E Roof Drain . 2P 500 Gallon Drywell w/ 1 P 36" stone surrrounding Porous pvmt Base / Drainage Diagram for 940 Great Pond Road,NA CSubca Reach mm`Han Link Prepared by Sullivan Engineering Group, LLC 8/8/2012 ✓ _......._,J Hydro CADO 7.00 sin 001433 O 1986-2003 Applied Microcomputer Systems 940 Great Pond Road, NA Type /// 24-hr 2 Year Storm Rainfall=3.10" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 8/8/2012 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 Subcatchment 1S: Driveway Runoff Area=3,248 sf Runoff Depth=1.73" Tc=462.0 min CN=98 Runoff-0.02 cfs 0.011 of Subcatchment 2S: Front Roof Areas Runoff Area=1,906 sf Runoff Depth=2.68" Tc=6.0 min CN=98 Runoff--O.13 cfs 0.010 of Subcatchment 3S: Rear Roof Areas Runoff Area=1,442 sf Runoff Depth=2.68" Tc=6.0 min CN=98 Runoff=0.10 cfs 0.007 of Reach 1 R: 4" HDPE Roof Drain Peak Depth=0.18' Max Vet=2.7 fps Inflow=0.13 cfs 0.010 of D=4.0" n=0.011 L=50.0' S=0.0100'/' Capacity=0.22 cfs Outflow=0.13 cfs 0.010 of Pond 1 P: Porous pvmt Base Peak Elev=96.01' Storage=9 cf Inflow=0.13 cfs 0.021 of Outflow=0.13 cfs 0.020 of Pond 2P: 500 Gallon Drywell w/36"stone surrro Peak Elev=91.18' Storage=90 cf Inflow=0.10 cfs 0.007 of Outflow=0.02 cfs 0.007 of Total Runoff Area = 0.151 ac Runoff Volume= 0.028 of Average Runoff Depth =2.21" 940 Great Pond Road, NA Type 11124-hr 2 Year Storm Rainfall=3.10" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCADO 7.00 s/n 001433 C 1986-2003 Applied Microcomputer Systems 8/8/2012 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" Areas CN Descri tion 3,248 98 Porous Pvmt Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 462.0 Direct Entry, Subcatchment 1S: Driveway Hydrograph 0.025- Runoff 0.024. 0.02 crs 0.023-.- 0.022- Type III 24-hr 2 Year Storm 0.021 Rainfall=3.10" 0.02 0.019" Runoff Area=3,248 sf 0.018= 0.017; Runoff Volume=0.011 of D 016 0.015 Runoff Depth 0 014 0013: Tc=462.0 min p0.012= _ -. - -- -- -- LL 0.011' CN=98 0.01-: 0.009.. 0.008 °.007= 0.006= 0.005= 0.004= 0.003 0.002- 0.001 0= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type /// 24-hr 2 Year Storm Rainfall=3.10" Prepared by Sullivan Engineering Group, LLC Page 4 HpdroCADO 7.00 s/n 001433 C 1986-2003 Applied Microcomputer Systems 8/8/2012 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=3.1 0" Area Isf) CN —Description 1,906 98 Portion of Roof Area + Front Porch Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Hydrograph 0.14-: Runoff 13 0. cfs 0.13- Type III 24-hr 2 Year Storm 0.12- 0.11- Rainfall=3.10" 0.1-. Runoff Area=1,906 sf 0.09- Runoff Volume=0.010 of 0.08. Runoff Depth=2.68" 4i ?: 0.07- Tc=6.0 min 0.06- CN 98 0.05- 0.04- 0.03- 0.02- 0.01- 0 5' 6 7 8 9 10 11 12 l I 1 113 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type /// 24-hr 2 Year Storm Rainfall=3.10" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCAD@ 7.00 s/n 001433 ©1986-2003 A plied Microcomputer Svstem 8/8/9012 p 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=3.1 0" Areas CN Description 1,442 98 Portion of Bldg Roof+ Rear Porch Roof Tc Length Slope Velocity Capacity Description (min) (feet, ft/ft) (ft/sec) (cfs) Direct Entry, 6.0 Subcatchment 3S: Rear Roof Areas Hydro graph Runoff 0.105z 0.1 ors Type III 24-hr 2 Year Storm 0.0W O.M. Rainfall=3.10" 0.085, OM- Runoff Area=1,442 sf 0.075-' Runoff Volume=0.007 of 0,07. 0.065; Runoff Depth=2.68' 0.06-' 0 0.055.-- Tc=6.0 min .05 CN=98 LL 0.045 0.04-" 0.035: 0,03' 0.025 0.02-: 0.015-. 0.01 0.005' 0- '0. . . .1'1' 1 2 19 20 5 6 7 8 Time (hours) 940 Great Pond Road, NA Type /I/ 24-hr 2 Year Storm Rainfall=3.10 Prepared by Sullivan Engineering Group, LLC Page 6 HydroCAD@)7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 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 of Outflow = 0.13 cfs @ 12.10 hrs, Volume= 0.010 af, Aften= 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 7' Reach 1R: 4" HDPE Roof Drain Hydrograph a inflow 0.14-q o.iscis Outflow 0.13- 013 ds Inflow Area=0.044 ac 0.12-" Peak Depth=0.18' 0.1- Max Vel=2.7 fps 0.09' D=4.0" 0.08-- n=0.011 0.07- LL 0.06-' L=50.0' 0.05 S=0.0100 0.04- OM-. Capacity=0.22 cfs 0.02-: 0.01: 0 5 6 7 8 9 10 11 17 17 117 1 1 115111116 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type 11124-hr 2 Year Storm Rainfall=3.10" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 8/8/2012 Pond I P: Porous pvrnt 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 of 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 of 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 of(100% of inflow) Center-of-Mass det. firrie=0.6 min (874.5- 873.8) # Invert Avail Storage Storage Description 1 96.00' 2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0%Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=96.01' (Free Discharge) t--1=Exf1Itration (Exfiltration Controls 0.38 cfs) Pond 1 P: Porous pvrnt Base Hydro graph Inflow o is ors ip4 Discarded 0.14- 0.13 ors Inflow Area=0.1 18 ac 0.13- 0.12' Peak Elev=96.01' Storage=9 cf 0.1 0.09- 0.08-- 0.07- 0.06-: 0.05-, 0.04' 0.03-. 0.02' (01- 0. 5 6 7 8 9 10. . . .11 '1'2' 13 1 1 4 15 1,6 1 1 7 18 19 20 Time (hours) 940 Great Pond Road, NA Type /// 24-hr 2 Year Storm Rainfall=3.10" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCAM 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 Pond 2P: 600 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 of 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 of 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 of(100% of inflow) Center-of-Mass det. time=31.3 min (770.2- 738.9) # Invert Avail.Storage Storage Description 1 89.75' 196 cf 12.00'W x 12.00'L x 4.00'H Prismatoid 2 90.75' 576 cf Overall- 85 cf Embedded =491 cf x 40.0% Voids 85 cf 6.00'D x 3.00'H Vertical Cone/Cylinder Inside#1 281 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.70 hrs HW=89.80' (Free Discharge) t-I=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 2P: 600 Gallon Drywell w/ 36" stone surrrounding Hydrograph Inflow.] 0.105 P Discarded 0.1-: Inflow Area=0.033 ac 0.095-'r 6 T 0.09.. 0.085_i Peak Elev=91 .18' 0.08- 0.075 Storage=90 cf 0.07- -0.065- 0,06: 0.055: 0.05' LL 0.045-- 0.04-: 0.035' 0.03, 0.025-1 0.02 0.02 cfs 0.015_: 0.01 0.005 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Type /// 24-hr 10 Year Storm Rainfall=4.50" 940 Great Pond Road, NA Page 13 Prepared by Sullivan Engineering Group, LLC 1WI111 HydroCAD07.00 s/nOO1433 0198F, 213133 ODHENCI I'll licrocom uterSvstems 8/8/20 Reach I R: 4" HDPE Roof Drain Inflow Area = 0.044 ac, Inflow Depth = 3.96" for 10 Year Storm event Inflow = O.lg cfs @ 12.09 hrs, Volume= 0.014 of Outflow = 0.19 cfs @ 12.09 hrs, Volume= 0.014 af, Atten= 1%, Lag= 0.5 min Routing by Star-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' lope= 0.01007 4.0" Diameter Pipe n= 0.011 Length= 50.0' S Reach IR: 4" HDPE Roof Drain Hydrograph FInflow Outflow oufflow 0.21 0.2:-: Inflow Area=0.044 ac 0.19-� 0.18-r Peak Depth-0.23' 0.17- 0.16' Max Vel=2.9 fPS 0.15--: 0.14-, D=4.0" 0.13- .� 0,12- n=0.011 -- 0,11,0.1 L=50.0' d: 0.09: 0.08: S=0.01 00 T 0.07: 0,06- Capacity=0.22 Cfs 0.05- 0.04- 0,m: 0.02 0.01 0= 8 9 10 11 12 13 14 15 113 9 20 Time (hours) 940 Great Pond Road, NA Type 1/1 24-hr 10 Year Storm Rainfafl=4.50" Prepared by Sullivan Engineering Group, LLC Page 14 HydroCADO 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 Pond 1 P: 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 of 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 of 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 of(100% of inflow) Center-of-Mass;clet. time=0.6 min ( 870.6- 869.9) # Invert Avail.Storage Storage Description 1 96.00' 2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0% Voids # Routing_ Invert Outlet Devices 1 Discarded 0.00' 0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=96.01' (Free Discharge) t--1=ExfiItratIon (Exfiltration Controls 0.38 cfs) Pond I P: Porous pvrnt Base Hydro graph 0.21 n1 Inflow 0.2 0.19-r 0.19 cfs Inflow Area=0.1 18 ac 0.18-r 0.17 Peak Elev=96.01' 0.16-: 0.15_� z Storage=13 cf 0.14- 0.13_` -0 0.12-' 0m: 0 0.14 0.09- 0.08-- 0.07- 0.06. 0.0442 0.03-: 0.02- 0.01 7 7 '1'5' '1'6' 17 18 19 20 1 Time (hours) 940 Great Pond Road, NA Type Ill 24-hr 10 Year Storm Rainfall=4.50" Page 9 Prepared by Sullivan Engineering Group, LLC 8/8/2012 H droCAD®7.00 s/n 001433 © 1986-2003 A lied Microcom uter 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 of Subcatchment 2S: Front Roof Areas Runoff Area=1,906 sf Runoff Depth=3.96" Tc=6.0 min CN=98 Runoff=0.19 cfs 0.014 of Subcatchment 3S: Rear Roof Areas Runoff Area=1,442 sf Runoff Depth=3.96" Tc=6.0 min CN=98 Runoff--O.14 cfs 0.011 of Reach 1 R: 4" HDPE Roof Drain Peak Depth=0.23' Max Vet=2.9 fps Inflow=0.19 cfs 0.014 of D=4.0" n=0.01'1 L=50.0' S=0.0100'/' Capacity=0.22 cfs Outflow=0.19 cfs 0.014 of Pond 1 P: Porous pvmt Base Peak EIev=96.01' Storage=13 cf Inflow=0.19 cfs 0.031 of Outflow=0.19 cfs 0.031 of Pond 2P: 500 Gallon Drywell w/36" stone surrr Peak EIev=92.10' Storage=158 cfO lnflow=0.14 cfs 0.011 af low=0.02 cfs 0.011 of Total Runoff Area= 0.151 ac Runoff Volume= 0.042 of Average Runoff Depth = 3.29" 940 Great Pond Road, NA Type ///24-hr 10 Year Storm Rainfall=4.50" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCADO 7.00 s/n 001433 O 1986-2003 Applied Microcomputer Systems 8/8/2012 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) CN Description 3,248 98 Porous Pvmt Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 462.0 Direct Entry, Subcatchment 1S: Driveway Hydrogr h 0.036 ��&Runoff 0.034 0.03 cfs 0.032: Type III 24-hr 10 Year Storm 0.03= Rainfall=4.50 0.028- Runoff Area=3,248 sf 0.026- 0.024=. Runoff Volume=0.016 of ,4 0.022= Runoff Depth=2.59" 0.02- 0 0.018: Tc=462.0 min LL 0.016. _CN=98 0.014 0.012= 0.01= 0.008= 0.006. 0.004: 0.002_ 0` 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Type /// 24-hr 10 Year Storm Rainfall=4,50" 940 Great Pond Road, NA Group, LLC Page 15 Prepared by Sullivan Engineering stems 8I8/2012 3 0 1986-2003 Applied Pond 2P: 600 Gallon DryWell wl 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 of 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 of 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 of(100% of inflow) Center-of-Mass det. time=63.3 min (799.1 -735.8 # Invert Avail.Stora a Stora a Descri tion 1 89.75' 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 2 90.75' 85 -f 6.00'D v 3.00'H Vertical one tinder Inside#1 281 cf Total Available Storage # Routin Invert Outlet Devices 1 Discarded 0.00, 0.007000 fpm Wiltration over entire Surface area Discarded outFlow Max=0.02 cfs @ 11.60 hrs HW=89.80' (Free Discharge) 't--1=ExfiItration (Exfiltration Controls 0.02 cfs) Pond 2P: 500 Gallon Drywell w/ 36" stone surrrounding Hydrograph Inflow . Discarded 0.15:. Inflow Area=0.033 ac 0.14- Peak Elev=92.10' 0.13 Storage=158 cf F 0,09- 0.08- Ii 0.07. 0,06- 0.05- 0,04-_ 0.03- 0,02 cfs 0.02 0.01-- 0 20 7 8 9 10 11 Time (hours) 940 Great Pond Road, NA Type ///24-hr 25 Year Storm Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 8/8/2012 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 Subcatchment 1S: Driveway Runoff Area=3,248 sf Runoff Depth=3.22" Tc=462.0 min CN=98 Runoff--0.04 cfs 0.020 of Subcatchment 2S: Front Roof Areas Runoff Area=1,906 sf Runoff Depth=4.87" Tc=6.0 min CN=98 Runoff=0.23 cfs 0.018 of Subcatchment 3S: Rear Roof Areas Runoff Area=1,442 sf Runoff Depth=4.87" Tc=6.0 min CN=98 Runoff=0.17 cfs 0.013 of Reach 1 R: 4" HDPE Roof Drain Peak Depth=0.28' Max Vet=2.9 fps Inflow=0.23 cfs 0.018 of D=4.0" n=0.011 L=50.0' S=0.0100 '/' Capacity=0.22 cfs Outflow=0.23 cfs 0.018 of Pond 1P: Porous pvmt Base Peak Elev=96.01' Storage=16 cf Inflow=0.23 cfs 0.038 of Outflow=0.23 cfs 0.038 of Pond 2P: 500 Gallon Drywell w/36"stone surrr Peak Elev=92.82' Storage=212 cf Inflow=0.17 cfs 0.013 of Outflow=0.02 cfs 0.013 of Total Runoff Area= 0.151 ac Runoff Volume= 0.051 of Average Runoff Depth = 4.06" Type Ill 24-hr 25 Year Storm Rainfall=5.50" 940 Great Pond Roa d NA Page 17 Prepared by Sullivan Engineering Group, LLC 8/8/2012 H droCADO 7.00 s/n 001433 ©1986-2003 A lied Microcom uter S stems 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 s CN Descri ation 3,248 98 Porous Pvmt Tc Length Slope Velocity Cap s Description min feet ft/ft cfDirect Entry, 462.0 Subcatchment 1S: Driveway Hydrograph Runoff 0.046- 0.04 cfs 0.044- 0.042 Type III 24-hr 25 Year Storm 0.04- Yh 0.038 Rainfall=5.50" 0.036 0.034= Runoff Area=3,248 sf 0.032 0.03 Runoff Volume=0.020 of 0.028 Runoff Depth=3.22" w O 026` 0.024-: Tc=462.0 min c 0.022 0.02_ CN=98 0.01 a 0.016 0.014= 0.012: — 0.01- 0.00x= 0.006 0.004 0.002 14 15 16 17 18 19 20 0-5 6 7 8 9 10 11 Time (hours) 940 Great Pond Road, NA Type ///24-hr 25 Year Storm Rainfafl=5.50 Prepared by Sullivan Engineering Group, LLC HydroCAn0700 QI- MIA4 33 @ 129L86--2ffl Applied Microcomputer Systems Page 18 '8/2012 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) CN Description 1,906 98 Portion of Roof Area + Front Porch Roof Tc Length Slope Velocity Capacity Description (min) ffi-pfi (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Hydrograph 0.25- 024-. Runoff 0.23 cfs 0.23. 0.22- Type 11124-hr 25 Year Storm 0.21: 0.2" 0 0,19- Rainfall=5.50 11 0.18- Runoff Area=1,906 sf 0.17- 0.16 Runoff Volume=0.018 of �: 0.15- 0.14-� Runoff Depth=4.87"• 0.13 o 0.12 -Tc=6.0 min U. 0.11- 0.1 CN=98 0.09- 0.08-* 0.07-' 0,06- 0.05- 0.04 0.03 0.02 0.01- 0 5 6 7. . . .81 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Type /// 24-hr 25 Year Storm Rainfall=5.50" 940 Great Pond Road, NA Page 19 Prepared by Sullivan Engineering Group, LLC HydroCADO 7.00 s//n 001433 @ 1986-2003 Applied Microc2mi � -----------.00-143.5 0 1, 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 Ili 24-hr 25 Year Storm Rainfall=5.50" Area (sf) 1,442 98 Portion of Bldg Roof+ Rear Porch Roof Te Length Slope Velocity Capacity Description (min) (feet) ft/ft ft/sec (rfs) Direct Entry, 6.0 Subcatchment 3S: Rear Roof Areas Hydro graph Runoff 0.19-- 0.17 cts :Type III 24-hr 25 Year Storm 0.17: 0.16-: Rainfall=5.50" 0.15- Runoff Area=1,442 sf 0.14' 0.13-: Runoff Volume=0.013 of 0.12-. Runoff Depth=4.87 0.11: 1 Tc=6.0 min 9 0.09- CN=98 U. 0.087" 0.07-: 0,06- 0.05: 0.04: 0.03-' 0.02-: 0.01: 0- 9 10 11 12 13 14 16 171 1 1 18 19 20 5 Time (hours) 940 Great Pond Road, NA Type 11124-hr 25 Year Storm Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCADO 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 Reach I R: 4" HDPIE 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 of Outflow = 0.23 cfs @ 12.09 hrs, Volume= 0.018 af, Atten= I%, 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 I R: 4" HDPE Roof Drain Hydrograph Inflow 0.24- 0.23 cfs Inflow Area=0.044 ac 0.22- 0.2 Peak Depth=0.28' 0.18-1 Max Vel=2.9 fps 0.16-: D=4.0" 0.147 n=0.01 I 0 0.12. F L=50.0' 0.1- 0.08- S=0.0100 7' 0.06- Capacity=0.22 cfs 0.04- 0.02- 0- 5 6 7 8 9 10 11 1'2' 13 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type 11124-hr 25 Year Storm Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCADV 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 Pond I P: 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 of 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 of 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 of(100% of inflow) Center-of-Mass det. time=0.6 min (868.8-868.2 ) # Invert Avail Storage Storage Description 1 96.00' 2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0%Voids Routing Invert Outlet Devices 1 Discarded 0.00' 0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=96.01' (Free Discharge) 't--1=ExfiItration (Exfiltration Controls 0.38 cfs) Pond I P: Porous pvrnt Base Hydro graph Inflow 0.26 0.24 0.23 ds Inflow Area=0.1 18 ac 0.22r- Peak Elev=96.01' 0.2-: Storage=16 cf 0A8_. 0.16- 0.14 0.12,' tL 0.1- 0.08- 0.06-m 0.04- 0.02-- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type 11124-hr 25 Year Storm Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCAM 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 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 of 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 of 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 of(100% of inflow) Center-of-Mass det. time=91.0 min ( 825.6-734.6) # Invert Avail.Storage Storage Description 1 89.75' 196 cf 12.00'W x 12.00'L x 4.00'H Prismatoid 2 90.75' 576 cf Overall- 85 cf Embedded =491 cf x 40.0% Voids 85 cf 6.00'D x 3.00'H Vertical Cone/Cylinder Inside#1 281 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.35 hrs HW=89.79' (Free Discharge) t-l=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 2P: 600 Gallon Drywell w/ 36" stone surrrounding Hydro rap 0.19_ Inflow crs 0.18-, 0.17. Inflow Area=0.033 ac 0.16= 0.15: Peak Elev=92.82' 0.14-1 Storage=212 cf 0.13 0.12-� 0.11- 0.17 0 tL 0.08-" 0.07-: 0.06- 0.05-- 0.04 0.03- 0.02' 0.02 efs 0.01 0 5 6 7 8 0 1 11, 1 1 1 21 1 1 1131 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type 11124-hr 100 Year Storm Rainfall=6.40" Prepared by Sullivan Engineering Group, LLC Page 23 H droCADO 7.00 s/n 001433 © 1986-2003 ApIalied Microcomputer Systems 8/8/2012 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 Subcatchment 1S: Driveway Runoff Area=3,248 sf Runoff Depth=3.78" Tc=462.0 min CN=98 Runoff--0.05 cfs 0.023 of Subcatchment 2S: Front Roof Areas Runoff Area=1,906 sf Runoff Depth=5.69" Tc=6.0 min CN=98 Runoff=0.27 cfs 0.021 of Subcatchment 3S: Rear Roof Areas Runoff Area=1,442 sf Runoff Depth=5.69" Tc=6.0 min CN=98 Runoff--0.20 cfs 0.016 of Reach 1 R: 4" HDPE Roof Drain Peak Depth=0.33' Max Vet=2.9 fps Inflow=0.27 cfs 0.021 of D=4.0" n=0.011 L=50.0' S=0.0100'/' Capacity=0.22 cfs Outflow=0.24 cfs 0.021 of Pond 1P: Porous pvmt Base Peak Elev=96.01' Storage=17 cf Inflow=0.25 cfs 0.044 of Outflow=0.24 cfs 0.044 of Pond 2P: 500 Gallon Drywell w/36"stone surrr Peak Elev=93.52' Storage=264 cfOutflow=0 02 cfs 0.016 of Total Runoff Area=0.151 ac Runoff Volume=0.060 of Average Runoff Depth =4.75" 940 Great Pond Road, NA Type 11/ 24-hr 100 Year Storm Rainfall=6.40" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADO 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 Subcatchment IS: 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) CN —Description 3,248 98 Porous Pvmt Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 462.0 Direct Entry, Subcatchment IS: Driveway Hydrograph _ Runoff OM- F(F5—Cfs Type III 24-hr 100 Year Storm 0.045 Rainfall=6.40" 0.04- Runoff Area=3,248 sf 0.035-: Runoff Volume=0.023 of Runoff Depth=3.78 0.03- Tc=462.0 min 0.025-. CN=98 LL 0.02- 0.015- 0.01- 0.005- 0- 5 6 7 8 9. . . .10 i'l 12 13. . . .14. . . .1'5' '1'6' '1'7' 18 19 20 Time (hours) 940 Great Pond Road, NA Type H/ 24-hr 100 Year Storm Rainfall=6.40" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADO 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 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) CN Description 1,906 98 Portion of Roof Area + Front Porch Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Hydro rap 0.3- __ Runoff 0.28' 0.26- Type III 24-hr 100 Year Storm 0.24 Rainfall=6.40" -' 0.22-. Runoff Area=1,906 sf 0.2-' Runoff Volume=0.021 of 0.18- Runoff Depth=5.69" 0.16-- Tc=6.0 min 0.14 CN=98 FL 0.12-. 0.1 0.08- 0.06- 0.04 0.02-' 0 5. . . .6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type /// 24-hr 100 Year Storm Rainfall=6.40" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCADO 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 8/8/2012 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 (sfl CN Description 1,442 98 Portion of Bldg Roof+ Rear Porch Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec)� (cfs) 6.0 Direct Entry, Subcatchment 3S: Rear Roof Areas Hydrograph 0.22-'. Runoff 0.21- 0.."0 cfs 0.2-: Type III 24-hr 100 Year Storm 0.19- 0.18" Rainfall=6.40" 0.17- Runoff Area=1442 sf , 0.16-. 0A5, Runoff Volume=0.016 of 0.14:. 0.13 Runoff Depth=5.69" 0.12 Tc=6.0 min - 3: 0.11�: 0 EL- 0.1 CN=98 0.09 0.08-. 0.07 0.06-- 0.05-': 0.04-.: 0.03- 0.02= 0.01 0 5 1 1 6 7 8 10 1 1121 1 1 113 114 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type ///24-hr 100 Year Storm Rainfall=6.40" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCADO 7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 8/8/2012 Reach 1R: 4" HDPIE 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 of Outflow = 0.24 cfs @ 12.07 hrs, Volume= 0.021 af, Aften= 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 I R: 4" HDPIE Roof Drain Hydro graph Inflow 0.3 0.28- Inflow Area=0.044 ac 0.26- 0.24 ds -0.33' 0.24= Peak Depth=0.33' 0.22" Max Vel=2.9 fps 02-: D=4.0"' 0,18--- 0,16-- n=0.011 S : 9 0.14= L=50.0' E 0.12-' S=0.0100 0.08-- Capacity=0.22 cfs 0.067 0.04-- 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type ///24-hr 100 Year Storm Rainfall=6.40" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCADO 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 8/8/2012 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 of 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 of 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 of(100% of inflow) Center-of-Mass det. time=0.6 min ( 867.7- 867.1 ) # Invert Avail.Storage Storage Description 1 96.00' 2,592 cf 30.00'W x 108.00'L x 2.00'H Prismatoid 6,480 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.38 cfs @ 12.11 hrs HW=90.01' (Free Discharge) t—l=Exfiltration (Exfiltration Controls 0.38 cfs) Pond 1P: Porous pvrnt Base Hydro graph r4 Inflow 0.26- o.za ors Inflow Area=0.1 18 ac 0.24- 0.226 Peak Elev=96.01' 0.2-. Storage=17 cf 0.18- 0.16- 0.14- 0 M 0.127 0.1- 0.08- 0.06- 0.04- 0.02- MINE, 'ddim 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 940 Great Pond Road, NA Type H/ 24-hr 100 Year Storm Rainfall=6.40" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCAM 7.00 s/n 001433 @ 1986-2003 Applied Microcomputer Systems 8/8/2012 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 of 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 of 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=120.4 min calculated for 0.016 of(99% of inflow) Center-of-Mass det. time=117.7 min ( 851.6- 733.9 ) # Invert Avail.Storage Storage Description 1 89.75' 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 2 90.75' 85 cf 6.00'D x 3.00'H Vertical Cone/Cylinder Inside#1 281 cf Total Available Storage Routing Invert Outlet Devices 1 Discarded 0.00' 0.007000 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.20 hrs HW=89.79' (Free Discharge) t-l=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 2P: 600 Gallon Drywell w/ 36" stone surrrounding Hydrograph d'�i Inflow 0.22' (o zo crs� Discarded 0.21- Inflow Area=0.033 ac 0.2: 0.19 Peak Elev=93.52' 0.18 0.17 0.16- Storage-264 cf 0.14-- 0.13-� 0.12= 3: 0.11 0 LL 0.1, 0.09.7 0.08- 0.07_ 0.06:_ 0.05 0.04- 0.03_ 0.02 cfs 0.02-. 0.01� 10 11 1 15 16 18 19 20 5 6 7 13 14 17 Time (hours) 940 Great Pond Road, NA Type /// 24-hr 10 Year Storm Rainfall=4.50 Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 8/8/2012 Subcatchment 3S: Rear Roof Areas Runoff = 0.14cfs@ 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) CN Description 1,442 98 Portion of Bldg Roof+ Rear Porch Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfS) 6.0 Direct Entry, Subcatchment 3S: Rear Roof Areas Hydro graph 0.15= _ .157 — 0.14c 0.14-': Type III 24-hr 10 Year Storm 0.13= Rainfall=4.50" 0.12- 0.117 Runoff Area=1,442 sf Runoff Volume=0.011 of Zo 0.09: Runoff Depth=3.96" 0.08 Tc=6.0 min iZ 0.07- CN=98 U6' 0.05 0.04-' 0.03-- 0.02- 0.01- ....................................... O= ------- . . . . .6- -7. . . . .8 9 10 11 12 '1'3* . . .1'4' "is' .1.6. . . 1.7. 18. 19 20 Time (hours) 940 Great Pond Road, NA Type H/ 24-hr 10 Year Storm Rainfall=4.50" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADO 7.00 s/n 001433 071986-2003 Applied Microcomputer Systems 8/8/2012 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) CN Description 1,906 98 Portion of Roof Area + Front Porch Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Front Roof Areas Hydrograph 0.21-: 0.2- 0. Ofs 0.19- 0.18- Type III 24-hr 10 Year Storm 0.17: Rainfall=4.60" 0.16= Runoff Area=1,906 sf 0.15-. O.W Runoff Volume=0.014 of 0.13: 0.12 Runoff Depth=3.96" 0,11'. 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