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HomeMy WebLinkAbout2022-01-04 WSP Application r r OCT PH PLANNING DEPARTMENT Community&Economic Development Division Special Permit—Watershed Permit Application Please type or print clearly. 1.Petitioner: BEAN DELANEY +Lauren Delaney Petitioner's Address: 33 APPLEDORE LANE, NORTH ANDOVER, MASS. Telephone number&email: 781-290-7191 EMAIL: WBAG1010YAHOO,COM 2,Owners of the Land: SEAN DELANEY +Lauren Delaney Address: 33 APPLEDORE LANE, NORTH ANDOVER Number of years of ownership: 9 3.Year lot was created: MARCH 30, 1976 4. Is the lot currently on septic or sewer? SEWER If on sewer,please provide date the sewer connection was completed: NO KNOWN DATE ON FILE WITH DPW; BEST ESTIMATE 1995 S. Description of Proposed Project: ADD ADDITIONAL 121X24 ' GARAGE BAY; ADD SECOND FLOOR ADDITION OVER GARAGE AND BREEZEWAY. Expand Paved driveway to access new garage bay. 6.Description of Premises: SINGLE FAMILY HOUSE ON DEVELOPED PROPERTY', CDT AxNTES 7.Address of Property Being Affected: 33 APPLEDORE LANE Zoning District: R3 Assessors Map: 97 Lot M 7� Registry of Deeds:Book#: 12902 Page#: 208 8, Existing Lot: Lot Area(Sq.Ft): 391042 Building Height: ` as FEET Street Frontage: 125 FEET Side Setbacks: 19.7 FEET Front Setback: a5.9 FEET Rear Setback: 117.8 FEET Floor Area Ratio: N/A Lot Coverage: N/A 9.Proposed Lot(if applicable): N/A Lot Area(Sq.Ft): Building Height: Street Frontage: Side Setbacks: Page 1 of 2 120 Main Street,Planning Dept.,North Andover,Massachusetts 01845 _ Phone 978.688.9535 Fax 978,688.9542 Web www.northandoverma.4ov I i Front Setback: Rear Setback; Floor Area Ratio: Lot Coverage: 10. Required Lot(as required by Zoning Bylaw); i Lot Area(Sq.Ft): 25,000 Building Height: 35 FEET MAX. Street Frontage: 125 FEET Side Setbacks; 20 FEET Front Setback: 30 FEET Rear Setback; 30 FEET Floor Area Ratio:-NI A g N/A..._ Lot Coverage: II 31. Existing Building(if applicable): Ground Floor(Sq. Ft.). #of Floors: 1 Total Sq,Ft.: 255e Height: < 35 FEET Use: SINGLE FAMILX Type of Construction; WOOD 12. Proposed Building: Ground Floor(Sq.Ft. : #of Floors; 2 Total Sq.Ft. 4,199 sf} Height: 35 FEET Use; SINGLE FAMILY Type of Construction: WOOD 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 o construction? 14.Section of Zoning Bylaw that Special Per t _ eing Requested 195.4.19 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 fled 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 Re ulations may result in a dismissal by the Planning Board of this application as incomplete. Petitioner's Signature: Print or type name here: SEAN D ANEY Owner's Signature: Print or type name here: SEAN DELANEY 16. Please list title of plans and documents you will be attaching to this application. PLOT.' PLAN OF LAND 33 APPLEDORE LANE DATED 9/26/2021; SCALE 1'1 20' i Page 2 of 2 120 Main Street, planning Dept.,North Andover,Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.northandoyerma.gov j i Sullivan Engineering Group, LLC Civil Engineers S Land Development Consultants Watershed Special Permit Application 33 Appledore Lane, North Andover To: North Andover Planning Board From: Jack Sullivan, P.E. Date: October 19,2021 Subject: 33 Appledore Lane,North Andover—Written Support for Project Planning Board Members: The following written summary is prepared on behalf of the applicants, Sean&Lauren Delaney, in support of construction of an addition(12'x24') and driveway expansion within the Watershed District. The project is within the"Non-Discharge Zone". It should be noted that this lot was created on March 30, 1976 (predating the watershed bylaw). The following items as outlined in the Watershed Special Permit requirements are listed below(responses to required items are in italic); l. Encouraging the most appropriate use of land This site is zoned residential and the proposed site development items listed above are a ro riate or this parcel. The current owners have owned this parcel far 9 years and seeking to mare p p f improvements to the property to further enjoy their home, 2. Preventing overcrowding of land The proposed construction activities (addition and driveway expansion) complies with zoning setback requirements from all lot lines. 3. Conserving the value of land and buildings. The proposed site development will enhance surrounding building and land values, while being aesthetically pleasing No trees are to be-cut as part of this project, An effort has been made to protect surrounding properties by limiting site disturbance. 4. Lessening congestion of traffic This project will not increase traffic congestion since this is a single family dwelling with limited trips per day. There is no proposed increase in number of residents, therefore existing traff e flow from the site will remain constant. 5. Preventing undue concentration of population This number of current residents will remain the same fallowing completion of this project. 6. Providing adequate light and air There will be no adverse impact to current background air and light levels. 7. Reducing the hazards from fire and other danger, PO Box 2004 Woburn,MA 01888 781-854-8644 e-mail:jacksu1153@comcast.net. There will be no increase in hazard levels f'om fire or other dangers. 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 Wraps. The proposed construction will utilize drainage mitigation to collect&recharge stormwater runoff back to the groundwater table. There will be no increase of stormwater runofffrom this site. There will be no increase in floodingprobability 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 duality 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 offertilizers, 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 accountfor increases in impervious areas. Two proposed 1,000 gallon concrete drywells with crushed stone surrounding to collect runoff from a portion of the roof area of the house and from•om a proposed trench drain lobe installed in the new driveway area. The drainage facility is sized to handle the 100 year rain event (8.00"per NOAA's National Weather Service) 4) The existing dwelling& connected to the municipal sewer,system; therefore there will be no potential increase in nitrogen levels over the existing background levels at the properly. 5) This site does not directly abut the lake. Additionally, natural wooded buffers will be retained within to the maximum extentfeasible. b) Carefully planning went into the pool/patio location to limit.site grading vhangar and to rrralch Me existing topography. By limiting the grading changes onsite, existing drainage watercourses will continue to function as in the undeveloped state. 2. Proof that there is no reasonable alternative location outside the Non-Disturbance and/or Non-Discharge Buffer Zones, whichever is applicable, for any discharge, structure, or activity, associated with the proposed use to occur. The majority of the lot is within the "Non-discharge zone". The proposed addition could not be constructed outside the non-discharge zone due to violation of zoning setbacks and the structure would have to be detached from the existing house which does not work-for the owner., PO Box 2004 Woburn,MA 01888 781-854-8644 e-mail;jacksull53@comeast.net l 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 existing dwelling IS connected to the municipal sewer system and the deed restriction only allowing organic or slow-release nitrogen,phosphorus free produce for fertilizer use will insure that background nitrogen levels in the groundwater table will not be increased. 5. Projections of downgradient concentrations of nitrogen,phosphorus, and other relevant chemicals at property boundaries and other locations deemed pertinent by the SPGA. There will be no downgradient concentration of the above referenced chemicals as outlined in the response to Item 4 above. if you should have any questions or require additional information please feel free to contact me. Very Trul You Jac S r an, P.E. Attachments (as noted) 69 Cc: Sean&Lauren Delaney �c�s� °. � l� P4 Box 2004 'Woburn,MA 01888 781-854-8644 c-inail:jacksul]53@comcast.net i i I 1 TOWN OF NORTH ANDOVER ABUTTER LIST REQUIREMENT., MGL40A,Section 11 stales In pert"Parties in interest as used In this chaptof shall mean tho potitloner, ebullers,owners of land dlrectiy opposllo on any public or private way,and nbulters to abullers within tbrea hundred(aW)feet of the property One of the polOUonar us they appear an the most recant applicable tax list,not withstanding that the land of any such owner Is located In anotherdlp or town,the planninn hoard of the city or town,and the p€annfnn board of everyaWtUng city at town." r SUWECTID LOCATION OWNER ADDRESS CITY STATE ZIP 097,0.0077.0000.0 33APLEDORELAIVE SEAND>;LANEY 33APPLEDORELANE NORTHANDOVERMA 01646 PARCEL M LOCATION OWNER ADDRESS CITY STATE ZIP D600-0074-0000.0 180 SUTTON HILL ROAD BALLANTYNE,MARY,L. 100 SUTTON HILL ROAD NORTH ANDOVER MA 0JO45 000.04)07540000.0 104 SUTTON HILL ROAD LOSTIMOLO,ELAINE 104 SUTTON HILL ROAD NORTH ANDOVER MA 011845 060.0-0076-M.0 204 SUTTON HILL ROAD FORD,CHRISTOPHER LAWRENCE 204 SUTTON HILL ROAD NORTH ANDOVER MA 01045 080.0-0071-000D.0 214 SUTTON HILL ROAD KELLEY,THEODORE M 2114 SUTTON HILL ROAD NORTH ANDOVER MA 01046 060,0-0078-0000.0 211 SUTTON HILL ROAD LUKENS,ANt3ELA M. 21l SUTTON HILL ROAD NORTH ANDOVER MA 01846 080.0-0096-0000.0 105 SUTTON HILL ROAD TUSTIN,PHILIP.F. 105 SUTTON HILL ROAD NORTH ANDOVER MA 01045 097.0-0011-0OOD.0 CHESTNUT STREET TOWN OF NORTH ANDOVER 120 MAIN STREET NORTH ANDOVER MA 01046 097.0-W12-0000.0 CHESTNUT STREET TOWN OF NORTH ANDOVER 120 MAW STREET NORTH ANDOVER MA OW45 097.0-0078-0000.0 23 APPLEDORE LANE ENSDORF REALTY TRUST 23APPLEDORELANE NORTH ANDOVER MA 01046 097,0-0079-0000,0 11 APPLEDORE LANE JUDITH A.1AVEN210 REVOCABLE TRST 11 APPLEDORE LANE NORTH ANDOVER MA 01845 097.04MO-0000.0 70SA14DRALANE TIERNEY,MICHELLE N. 70 SANDRA LANE NORTHANDOVER MA 01846 097.0-MI-ONO.0 00 SANDRA LANE MC CARTHY,PAUL D 80 SANDRA LANE NORTH ANDOVER MA 01845 097.0A062.0000.0 82 SANDRA LANE CRANSTON,MICHELE A&MARGUS L 92 SANDRA LANE NORTH ANDOVER MA 01845 097.0-00924HWD.0 40 APPLEDORE LANE KALOUSTIAN REALTY TRUST 4OAPPLEDORE LANE NORTH ANDOVER MA 01846 09&A•0063-0000.0 135 LISA LANE MORSE,MICHAEL 135 LISA LANE NORTH ANDOVER MA 0184E O90.A-007140000.0 5D SANDRA LANE BAKER,JR.,BERNARD W. 60 SANDRA LANE NORTH ANDOVER MA 01846 098.A-0072-0000.0 22 APPLEDORE LANE BOURGEOIS,OLIVIER F. 22 APPLEDORE LANE NORTH ANDOVER MA 01846 098,A-0073-OW0.0 36 APPLEDORE LANE STROH.DAVID,W. 30APPLEDORE VANE NORTH ANDOVER MA 01045 090.A-0076-0000.0 140 LISA LANE HASHEM JR,JOHN J 138 KARA DRIVE NORTH ANDOVER MA 01845 098.C-0078-0000.0 25 GREENWOOD FAST LANE MCLAUGHLIN FAMILY TRUST 25GREENWOOD EAST LANE NORTH ANDOVER MA 0184E This ceilifies that the names records of the Ass Y (� Certified t}y: i i Increase ' in Impervious Ar as � P 2- 1 000 Gallon Drywell wl 36" crushed stone surrounding Subca# Reach a�n jj(� Drainage Diagram for 33 Appfedore Lane,NA _.. Prepared by Sullivan Engineering Group, LLC 10/19/2021 HydroCAD®7.00 sin 001433 01886-2003 Applied Microcomputer Systems i 33 Appledore Lane, NA Type It/ 24-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 2 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer S stems 10/19/2021 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: Increase in Impervious Areas Runoff Area=1,932 sf Runoff Depth=2,76" Tc=6.0 min CN=98 Runoff--O.13 cfs 445 cf Pond 1P: 2-1,000 Gallon Drywell wl 36" crushed Peak Elev=91.50' Storage=151 cf Inflow=0.13 cfs 445 cf Outflow=0.02 cfs 445 cf Total Runoff Area= 1,932 sf Runoff Volume=446 cf Average Runoff Depth = 2.76" l 1 33 Appledore Lane, NA Type li! 24-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 3 H droCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 10/19/2021 Subcatchment 1S: Increase in Impervious Areas Runoff = 0.13 cfs @ 12.09 hrs, Volume= 445 of, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.19" Areas CN Description 1,932 98 Pool and Patio Area Tc Length Slope Velocity Capacity Description min feet ft/fE) (ftlsec) (cfs 6.0 Direct Entry, From Pool/Patio Subcatchment 1S: Increase in Impervious Areas H4ydrorgraph I I 1 I I I I I I E 0,15- - -F - -I - - I- � - � - -1 - - I- - - - -1- - i- - - 4Runof( 0.14 ' 1 1 I I 0.13 cfs I I I 0.13_- I I I E 1 1 1 TYpe11124-fir 2 yr - -I - I- .. ..I . - - -I - - I T - -I I 0.12. --I - - I- - 4- - I - I- _... L .,... ....I - I- Rai nfalla3.1 nib - o0,1Y' I I I E I I rn� Runoff Area,=l,-�32 fsf - 0.09 y' - -kuAoff V- ; o)urr4=445cf _ a 0.07 , 1 I I I I _ unoff Peoth4l' _ _ ... ...... .... 0.06= I I I 1 1 I Tc'"'S 0 m'in 0.05-' .t - -1 - - I- - 1 -I- - - 1 ._ "A C N=98 - 0.04-' I I I I I I I I I I I - - - 0.03 I I I 0.02 i- r W l 0.01 i v 0- 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 Time (hours) 33 Appledore Lane, NA Type 11124-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 4 H droCAIM 7.00 sin 001433 01986-2003 Applied Microcomputer Systems 10/19/2021 Pond 1P: 2-1,000 Gallon Dryweli w/ 36" crushed stone surrounding Loamy Sand (rawls rate 2.41 inihr) Inflow Area = 1,932 sf, Inflow Depth = 2.76" for 2 yr event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 445 cf Outflow - 0.02 cfs @ 11.60 hrs, Volume= 445 cf, Atten= 88%, Lag=0.0 ruin Discarded = 0.02 cfs. @ 11.60 hrs, Volume= 445 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Bev= 91.50' @ 12.68 hrs Surf.Area= 286 sf Storage= 151 cf Plug-Flow detention time= 65.5 min calculated for 443 of(100% of inflow) Center-of-Mass det. time= 64.6 min ( 803.2 -738.6 ) # Invert Avail.Stora a Storage Description 1 90.50' 281 of 16.60'W x 17.34'L x 3.50'H Prismatoid 1,001 cf Overall - 298 cf Embedded = 704 cf x 40.0%Voids 2 91.00, 298 cf 6.67'W x 10.60%x 2.60'H Prismatoid x 2 Inside#1 579 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003360 fpm Exfiitration over entire Surface area Qiscarded OutFlow Max=0.02 cfs @ 11.60 hrs HW=90.54' (Free Discharge) '--1=Exfiitration (Exfiltration Controls 0.02 cfs) Pond 1P: 2-1,000 Gallon Drywell wf 36" crushed stone surrounding Hydrograph 0.157 M Frt11ow 1.. .._ ..L. _. __1 _ 00 13 CfS — —I — —I— I Discarded --- --- — — — -- — I I _ xx 3 _ 0.14 ' I I I ! _ �t1��OW �/�lf"ea--11 ���� S� _ -11 - -; - - ;- - ; - -beak ber=9r1 �50'- - 0.12= ' —I— — I— �I — t . fi0.11= § - --- - - - - - - - - " - - - - - - - - -- I _ I I _ 0.09=' , ' I I I 1 ! I R I _0 0.07= 0'oe I # E I I 1 I I 0.05-' I I I I I , I 1 I I I 0.03 ` / - — — I— — I I ... t _ _t _. ..._1 - — t i --1 — 1 — 1-- 1— 0A9 f I I I 0.02 cfs 0.02': - - i - - { - - - 1 1 0.01= D 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane, NA Type !l124-hr 90 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADO 7.00 sIn 001433 ©1986-2003 Applied Microcomputer Systems 10/19/2021 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-lnd+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Increase in Impervious Areas Runoff Area=1,932 sf Runoff Depth=4.46" Tc=6.0 min CN=98 Runoff=0.21 cfs 719 cf Pond 1P: 2-1,000 Gallon Drywell w136" crushed Peak Elev=92.27' Storage=292 cf Inflow=0.21 cfs 719 cf Outf ow=0.02 cfs 658 of Total Runoff Area = 1,932 sf Runoff Volume =719 cf Average Runoff Depth =4.46" 33 Appledore Lane, NA Type 11124-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 10/19/2021 Subcatchment 1S: Increase in Impervious Areas Runoff = 0.21 cfs @ 12.09 hrs, Volume= 719 cf, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=5.05" Areas Chi Description 1,932 98 Pool and Patio Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, From Pool/Patio Subcatchment 'IS: Increase in Impervious Areas Hydrograph I I I I I I 0,23 . I — —1 — — i— — - 0.22 ' ,- — J — —1 — I— 1- 0.21 cfs - a.21 ` .- — i — — - - I- - � - - -�= - + - -Type-III34=hr110yr - 0.2 i i - 1- N - , - - - Rainfa:ll:P5.05" 1 }nof L- J 0.16 �x2 'fraa#_1 _ _ '.. 0 0...114 3 I 7 0 1- €-V. OIUM-I&_T 19 Id Ioii - RunOf PeOth--4.46s - 1 . -. i. "" J 1 t " - - a.1 4 - -1 - - I- - a- - -1 - —I - � - � - -1 - - I- - � T&6:0- min- - y - -1 - - 1- - fi - - -I- r - -1 - - I- r - -1 - -1 - I 1 1 I I I - -I - - 1- - I G .-98 0.07.' , - - - - - - - - - - - - - - 0.06- s 0.01 a- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane, NA Type 11! 24-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADO 7.00 sin 001433 ©1986-2003 Applied Microcomputer Systems 10/19/2021 Pond 'I P: 2-1,000 Gallon Drywell w/ 36" crushed stone surrounding Loamy Sand (rawls rate 2.41 infhr) Inflow Area = 1,932 sf, Inflow Depth = 4.46" for 10 yr event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 719 cf Outflow - 0.02 cfs @ 11.15 hrs, Volume= 658 cf, Atten= 93%, I_ag= 0.0 min Discarded = 0.02 cfs @ 11.15 hrs, Volume= 658 cf Routing by Star-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.27' @ 13.19 hrs Surf.Area= 286 sf Storage= 292 cf Plug-Flow detention time= 142,2 min calculated for 655 cf(91% of inflow) Center-of-Mass det. time= 112.1 min ( 847.1 - 735.1 ) # Invert Avail.Storage Storage Description - 1 90.50' 281 cf 16.50'W x 17.34'L x 3.50'H Prismatoid 1,001 cf Overall - 298 cf Embedded = 704 of x 40.0%Voids 2 91.00, 298 cf 6.67'W x 10.50'L x 2.50'H Prismatoid x 2 Inside#1 579 of Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003360 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.15 hrs HW=90.54' (Free Discharge) L1=Exfiltratlon (Exfiltration Controls 0.02 cfs) Pond 1P: 2-1,000 Gallon Drywell w/ 36" crushed stone surrounding Hydrograph I i I I I I I I I - - I - I - I - -I - -I - - - - I - - -I - -I- - I- - I - I - minflow - ` ,- - � - -F - � - -I - -I- [021 cfs.. � - � - I - -I- -I- - � � - ( Discarded 0.22 . ,- - fi - t - - -I - -I- - 1- 4 Inf low-(Area-4 932 sf - -0.21T / ,- - - - - - - - - - - - - - - - - -- D.2-- - ,- - = i = _ _ _ _ _ _ �_ _ =beak=Ele_r =92�2�1'= 4 - -A --- -1 I- - I- - + - A - -1 - -1- I - U 0.17- r - T - -1 - F -r - rt -Storage2 cf - I - I - -I - -I 1 1 I I I F. i... _... O.W. i , L 1 J I I I 1 J I I_. ...., I- ._ I_ 1_. T - -1 -1 - 1 - 1- - F - 1- - ti 0.1 ' i �- - __.. ._..I - ._..I.._ ._... L.. u - __ 1. 0.09=' I - 4 ._... L. - 0.08 I- 0.07 _ ..1... - -1.. ..., 1 - -1 -1- I - T - _T -1 - I- - 1- - F - T - 0.Da-` . ,- - - - - - - - - - - - - - - - - - - - - - 0.03 ' i , - t - - - 0.02 cfs 02 00 0. 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 33 Apptedore Lane, NA Type 11124-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 8 M droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 10/19/2021 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: Increase in Impervious Areas Runoff Area=1,932 sf Runoff Depth=7.14" Tc=6,0 min CN=98 Runoff=0.34 cfs 1,150 cf Pond 1P: 2-1,000 Gallon Drywell wl 36" crushe Peak Elev=93.95' Storage=574 cf lnflow=0.34 cfs 1,150 cf Outflow=0.02 cfs 732 cf Total Runoff Area = 1,932 sf Runoff Volume= 1,150 cf Average Runoff Depth =7.14" 33 Appledore Lane, NA Type 11124-hr 100 yr Rainfall=&00" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCADna 7.00 s/-n 001433 O 1986-2003 Applied Microcomputer Systems 10/19/2021 Subcatchment IS: Increase in Impervious Areas Runoff - 0.34 cfs @ 12.09 hrs, Volume= 1,150 cf, Depth= 7.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.00" Area (so CN Description 1,932 98 Pool and Patio Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, From Pool/Patio Subcatchment 'IS: Increase in Impervious Areas T - -1 - - 1- - I f_ ..._ 0.38, - 0.36'' - - - - - }- - .,_ I �0.34cfs t - -I - - } - 1- - } - I- - 0.34 - Type-III 24-hr 1001yr t - - - - 1- - ,_ I - k- - t - -1 - 0.32 t - pr Rainfallr8.Q0- 0.28 ' . 4 - -} - - I- _ ,.. .. _, I- -Runoff Are#-1;932f_sf 0.24 - , - 4Runoff1Vo1ume=1-j50vcf - 0.2=' , - -I - - I - _ , -I- - _ -x _R_u�no- DepthO7,1k4 - 3 0,16-' 1 --Tb=610- i n - _o a18=' -1 LL _L' N=98 - 0.12" ,- - - -,1 _. !_... _... _l.. - J - -1- I- - L - - y, 0.08'' - 0.06 ' ,_ 0.04:' 0.02R"41 r 0- 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane, NA Type II! 24-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 10 H droCAD®7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 10/19/2021 Pond 1 P: 2-1,000 Gallon Drywell w136" crushed stone surrounding Loamy Sand (rawls rate 2.41 in/hr) Inflow Area = 1,932 sf, Inflow Depth = 7.14" for 100 yr event Inflow = 0.34 cfs @ 12.09 hrs, Volume- 1,150 cf Outflow - 0.02 cfs @ 9.90 hrs, Volume= 732 cf, Atten= 95%, Lag= 0.0 min Discarded = 0.02 cfs @ 9.90 hrs, Volume= 732 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 93.95' @ 14.47 hrs Surf,Area= 286 sf Storage= 574 cf Plug-Flow detention time= 155.3 min calculated for 729 cf(63%of inflow) Center-of-Mass det. time= 79.4 min (812.5 - 733.1 ) # Invert Avail.Stora a Storage Description 1 90.50' 281 cf 16.60'W x 17.341 x 3.50'H Prismatold 1,001 cf Overall -298 cf Embedded = 704 cf x 40.0%Voids 2 91.00, 298 cf 6.67'W x 10.601 x 2.50'H Prismatoid x 2 Inside#1 579 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003360 fpm Exfiltration over entire Surface area Qiscarded Outli Max=0.02 cfs @ 9.90 hrs HW=90.54' (Free Discharge) ' !1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: 2-1,000 Gallon Drywell w136" crushed stone surrounding Hydrograph - T 7 - T - - ,. _ _., -i- - i- - i- - r - Fm intiow 0.38 0.34 cfs - - ®Discarded - 1 - T - - -I - - I .. T - - -I - iI 1 0;3 - ; - I nflow Area-1 ,932 sf- - - r - - -i - ._. I - , 0.32-' 0.3= I -} - -1- I- - -,- - , ,. Storage=574 cf 0,28 ' i _ _ _ 0.24: T - 7 - 1 L 1 _T I I ! F - I - T I I I - T 0.22=' J - - r - T - - -i ..... .._f.._, _ I- T - -T - - -I- - i- - i - i_ T ._. ...r. ._.. .1 -i - -I- - - T - _ -I - -I- - I i--- - T- - T i ._.I I - -I- - I - T - I -I - -I- -I- F T- 0.14:' T I I 0.12: � � ! 0.1 f I - - -, - -I - I- - � 0.04 s I i 0.02 Cfs s i I I 0.02-1' 0- 5 6 7 8 0 10 11 12 13 14 1s 16 17 18 19 20 Time (hours)