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HomeMy WebLinkAbout2022-01-04 Application WSP t f PLANNING DEPARTMENT Community&Economic Development Division ecial Permit—Watershed Permit Application Please type or print clearly. , 1,Petitioner, John + Michelle Ternullo Petitioner's Address: 212 Brentwood.Circfe,North Andover Telephone number&emall: 617-275-3379 ernall:John@iernuilorealestate.com 2.Owners of the Land: Same as Petitioner Address: 212 Brentwood Circle,North Andover Number of years of ownership: 14 years 3.Year lot was created: 1963 4. Is the lot currently on septic or sewer? Sewer If on sewer,please provide date the sewer connection was completed: 6121/1995 5.Description of Proposed Project:_ Construction of an inground pool,patio,shed,and fencing within the 325 foot Non-Discharge Zone. 8,Description of Premises: Singfe Family House-Developed Lot 7.Address of Property Being Affected: 212 arentwood Circle Zoning District: R1 Assessors Map: &4 Lottf: 4 Registry of Deeds,Book 9: 10974 Page ff: 74 8,Existing Lot: Lot Area(Sq.Ft): 44,000 Building Height: a 35 feet Street Frontage: feel Side Setbacks: 22.3 feet Front Setback: 90.2 feet hear Setback: 164.6 feet Floor Area Ratio: n/a Lot Coverage: n/a 9.Proposed Lot(if applicable): NIA Lot Area(Sq,Ft): Building Height: Street Frontage: Side Setbacks: Page 1 of 2 120 Main Street,Planning Dept.,North Andover, „a ----._ Massachusetts 01845 Phone 978.688,9535 Fax 978.688.9542 Web%wAv.northandoverma,00v i I Front Setback; Rear Setback: Floor Area Ratio: Lot Coverage: 10.Required Lot(as required byy Zoning Bylaw): Loll Area(Sq,Ft), 87,12Q 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.): 4 of Floors; 2 Total Sq.Ft,: 3,187 Height; Use:. Single Family Type of Construction: Wood Frame 12.Proposed Building: (Inground fool) Ground Floor(Sq,Ft,): #of Floors: n/a Total Sq,Ft. 684 Height: n/a Use: Inground Pool Type of Construction: 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 nc inq Requested 195.4.19(B) 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 appllcallon as Incomplete. Petitioner's Signature: Print or type name here: Jo Ternullo Owner's Signature; Print or type name here: John Tern 16,Please list title of plans and documents you will be attaching to this application, Blot Plan of Land-212 Brentwood Circle Scale l":20%dated 9/24/2021 Pa R2of2 120 Main Street,Planning Depl.,North Andover,Massachusetts 01845 Phone 978,688.9535 Fax 978.688,9542 Web Myi norlhandoyprma, ov .Sullivan Engineering Group, LLC Clvfl Engineers S Land Development Consultants Watershed Special Permit Application 212 Brentwood Circle, Noah Andover To: North Andover Plannin Board From; Jack Sullivan, P.E. Date: Sept. 27, 2021 Subject: 212 Brentwood Circle,North Andover--Written Support for Project Planning Board Members: The following written summary is prepared on behalf of the applicants,John&Michelle Ternullo, in support of construction of an inground pool, patio,and shed within the Watershed District. The project is within the "Non-Discharge Zone". It should be noted that this lot was created on October 18, 1963 (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); 1. Encouraging the most appropriate use of land This site is.zoned residential and the proposed site development items listed above are appropriate far this parcel. The current owners have owned this parcel for 14 years and seeking to make improvements to the property to further enjoy their home. 2. Preventing overcrowding of land The proposed construction activities (pool and shed) 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, Site grading will be minor in nature to make transitions. 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 tr-affrc flow from the site will remain constant. 5. Preventing undue concentration of population This number of current residents will remain the same following completion of this project. 6. Providing adequate light and air There will be no adverse impact to current background air and light levels. 7. Reducing the hazards fiom fire and other danger. PO Box 2004 Woburn,MA 01888 781-854-8644 c-inail:jacksuII53@comeast.net i There will be no increase in hazard levels from 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 ofanypublic 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 f•orn 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 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 account for increases in impervious areas. A proposed river rock drainage trench (4'x2) is proposed off of the pool patio. A NDS channel drain is proposed off the side of the pool area to collect & convery runoff. River rock drip trenches are proposed off the shed roof overhangs. The river rock drainage trenches are sized to handle the 100 year rain event ($.00"per NOAA's National Weather Service) 4) The existing dwelling IS connected to the municipal sewer system; therefore there will be no potential increase in nitrogen levels over the existing background levels at the property. 5) This site does not directly abut the lake. Additionally, natural wooded buffers will be retained within to the maximum extent feasible. 6) Carefully planning went into the pool/patio location to limit site grading changes and to match the existing topography. By limiting the grading changes onsite, existing drainage watercourses will continue to function as in the undeveloped state. 2. Proof that there is no reasonable alternative location outside the Non-Disturbance and/or Non-Discharge Buffer Zones, whichever is applicable, for any discharge, structure, or activity, associated with the proposed use to occur. The majority of the lot is within the "Non-discharge zone". There is only limited area outside of the Non-Discharge Zone to the rear of the garage which does not work with the current patio location Additonally, the pool could not go in the front yard per zoning.. PO Box 2004 Woburn,MA 01888 781-854-8644 e-mail:jacksu1153@comcast.net 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 divelling 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 groundivater 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 shoulPP.E. stions or require additional information please feel free to contact me. Very Truly Jac Sulliv , Attachments (as noted) Cc: John&Michelle Ternullo PO Box 2004 Woburn,MA 01888 781-854-8644 e-rnail.-jacksu1153@comcast.net i S2S Pool/Patio Area Shec roof 1p A1----,..-- 4'x2' Crushed Stone 2'x2' Crushed Stone Infiltation Trench Infiltation Trench Subeat Reae on^ Link Drainage Diagram for 212 Brentwood Circle Prepared by Sullivan Engineering Group, LLC 10MO/2021 HydroCADO 7.00 s/n 001433 ©1966-2003 Applied Microcomputer Systems 212 Brentwood Circle Type 11124-hr 2 yr Rain fall=3.99" Prepared by Sullivan Engineering Group, L.L.0 Page 2 M droCADO 7.00 sin 001433 © 1986-2003 Applied Microcomputer Systems 10/18/2021 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: Pool/Patio Area Runoff Area=1,064 sf Runoff Depth=2.76" Tc=6.0 min CN=98 Runoff=0.07 cfs 245 of Subcatchment 2S: Shed roof Runoff Area=288 sf Runoff Depth=2.76" Tc=6.0 min CN=98 Runoff=0.02 cfs 66 cf Pond 1 P: 4'x2' Crushed Stone Infiltation Trench Peak EIev=102.73' Storage=26 cf inflow=0.07 cfs 245 of Outflow=0.03 cfs 245 cf Pond 2P: 2'x2' Crushed Stone Infiltation Trench Peak Elev=101.26' Storage=8 cf Inflow=0.02 cfs 66 cf Outflow=0.01 cfs 66 cf Total Runoff Area = 1,352 sf Runoff Volume = 311 cf Average Runoff Depth = 2.76" 212 Brentwood Circle Type ill 24-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 3 H droCAD®7.00 s/n 001433 01986-2003 AppliedMiGfOCOMPuter Systems 10/18/2021 Subcatchment 1 S: Pool/Patio Area Runoff = 0.07 cfs @ 12.09 hrs, Volume= 245 cf, Depths 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" Area (sf CN Description 1,064 98 Pool and Patio Area Tc Length Slope Velocity Capacity Description m1n feet ft/ft ft/sec cfs 6.0 Direct Entry, From Pool/Patio Subcatchment 1 S; Pool/Patio Area Hydrograph I I I I I I I I 1 I I 0.081, I ! I I I I I I 1 I 1 Runoff 0.075 .._f - T - -I -! - r- €.. __.. -I - _ - - -TypeAll 24=hr-2-yr- 0.077 - + - l - -4- -. L_ .1 - I - { - - - L.. - - - - -I- - 0.0651 - i .._ I _ -- - - -1 - I - -I - Rain a113.19 0.06_ � I I k I I I � I i I I I I I 0,055=- ' I I ! I I R> no;ff Afreap1, 641sf- 0,05 - - - - - - - . - - - - - - - - I I I �Ru�nof'_V-olun)e=?45 Icf_. o.� t I ,_ Runoff Depfh�Z 76"- y _. . . - - - t - , - 0.035=' - - ! - -I - -I - ! - -! - ,:, _ ! _. J. __. .._I L.. Tc=_6.0min- 0.03 I I ! I k I ! I I 0.025 T 0.02-' _ _ a- - -1 - -I- L - - - -! - - I- - I- 4 - -I- - 0.01 4.005 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 212 Brentwood Circle IType Ill 24-hr 2 yr RalnfaN=3.19" Prepared by Sullivan Engineering Group, I-L.0 Page 4 H droCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 10/18/2021 Subcatchment 2S: Shed roof Runoff = 0.02 cfs @ 12.09 hrs, Volume= 66 cf, 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" Area (so CN Description 288 98 Shed Roof Tc Length Slope Velocity Capacity Description min feet ftlft) (ft/sec) (cfs 6.0 Direct Entry, Shed Roof Subcatchment 2S: Shed roof Hydrograph 1— — 4 — — — O.D22 T 0.021 rt - 0.02cfs 1_. -- -I - -I - - i- - - 1 .... I- - 0.02: - T i - t- - - i k - - - iTy-�e 111 -24-Fir-2-vr 0.01s:- . - 0.01a-' -0.017" 1 - - - - - _1 Rai.nfall:=. 1-9" —1 —I— L — _1. ... .__ _ 1 1 1 — D,D15 ' .- - I - - - - - -..I ... - Runoff Are--2&8-sf- 0.0W' . T I — 9 . I— — 0,013 t - -1 - -, - ,_. _ fi -, - iunof Volume=;66 ,cf- 0.012'' , — _ - - - - F Runoff C epih �2.70- 0.00s_ i ._... ._I - -1— — i 1 I — — i — _ .- - 1... 1 — — — — 0.008 - , T - _.. I _ _ I _ I I _ 0j z 1,.. - -L - -! - - I Tc=6. -mln 0.007- ' , - .I_ .... -1 - -I- - L .... .J. -1 - �Y. L - 1 I- - I- I. .(� R 0.006" , - � -. _..{ --I- - I - A - I L - - -I - - I- - a -Vs 0.005=' ,- - T - - 0.004= 0.003 T 1 I r T 0.002 i - - 0.001-WON .. Qyw MEN, I I 0- _ i i 5 6 7 8 e 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 212 Brentwood Circle Type 1ff 24-hr 2 yr Rainfafl=3.19" Prepared by Sullivan Engineering Group, LLC Page 5 H droCADO7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 10/18/2021 Pond 1P: 4'x2' Crushed Stone Infiltation Trench Field Percolation Rate of Soil = 12 MPI Inflow Area = 1,064 sf, Inflow Depth : 2.76" for 2 yr event Inflow - 0.07 cfs @ 12.09 hrs, Volume= 245 of Outflow - 0.03 cfs @ 11.95 hrs, Volume= 245 of, Atten= 56%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.95 hrs, Volume= 245 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 102.73' @ 12.27 hrs Surf.Area= 280 sf Storage= 26 of Plug-Flow detention time= 3.9 min calculated for 244 of(100% of inflow) Center-of-Mass det. time= 3.7 min ( 742.3 -738.6 ) # Invert Avail.Stora a Stara a Description 1 102.50' 224 of 4.00'W x 70.00'L x 2.00'H Prismatoid 560 of Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.006944 fpm Exfiltration over entire Surface area Qiscarded OutFlow Max=0.03 cfs @ 11.95 hrs HW=102.52' (Free Discharge) T--1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 1 P: 4'x2' Crushed Stone Infiltation Trench Hydrograph f I I 1 ! I 1 I I I 1 E — , 1 - . cfs Discarded 064sf- 0.075 ; nfowArea=;1 0.07-fl.OS5=' OeA Ele-v*t 02,73 4 — -A — —I — —I- 0.06 ` '— — L — — I I — L L 1 fora 6 e=• 0.05-' — ' 0.046 ' ' I ! I I 1 I 1 1 1 } I 0.035' T 0.03 cfs.I — f F.. .. -r -.. _.I .._ ...I - —I— —I— 0,03: i _ _ _. _1 _. .._. ,...I ..... _ L.,.. -4 — 1 I 0.025=' i L — 1 - - — J -1 — — — L — L1 — L — J — -1— —l- 0.02' I I I _.. ..,. ..... - — — — — — — — — — — — — — — 0.015= 0.01- 0- 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 212 Brentwood Circle Type ill 24-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADO 7.00 sin 001433 01986-2003 Applied Microcomputer Systems 10/18/2021 Pond 2P: 2'x2' Crushed Stone Infiltation Trench Field Percolation Rate of Soil = 12 MPl Inflow Area = 288 sf, Inflow Depth = 2.76" for 2 yr event Inflow = 0.02 cfs @ 12.09 hrs, Volume= 66 cf Outflow - 0.01 cfs @ 11.95 hrs, Volume= 66 cf, Atten= 58%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.95 hrs, Volume= 66 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.26' @ 12.29 hrs Surf.Area= 72 sf Storage= 8 of Plug-Flow detention time= 4.4 min calculated for 66 cf(100% of inflow) Center-of-Mass det. time= 4.2 min ( 742.8 -738.6 ) ## Invert Avail.Stora a Storage Description 1 101.00, 58 cf 2.00'W x 36.00'IL x 2.00'H Prismatoid 144 cf Overall x 40.0%Voids # Routing_ Invert Outlet Device 1 Discarded 0.00' 0.006944 fpm Exfiltration over entire Surface area Discarded OutFiow Max=0.01 cfs @ 11.95 hrs HW=101.02' (Free Discharge) F-1=E01tration (Exfiltration Controls 0.01 cfs) Pond 2P: 2'x2' Crushed Stone Infiltation Trench Hydrograph - - - .I_. - i -L. p Inflow 0.022'' • ,- - T - T - 7 - "1 ' 1 '- 0.02 cfs L - L - T - -1 - "1 - -1 I Discarded 0.0210.02 - - - - - - - - - - - ,_., _InflawArea=288sf- 0.019 ' i _ 1 E I -I - -I - -I- - - 0.01a_- , ;- - ,- I ... ..I -a - -I - -I- - Peak.Elev= 01-.26'- 0.017 ' i ,- - #- - T - - -.I .... _..I I- - I - +- - 0.016- OA15_ I E I I fora- ��8-- 1 1 0.014 - - .. .... - - - - - _ ... _. ..... W ..., -- 0.013=' i , - - - I -� I - I 11 I I I }- - 0.012=' if - L - 1 - 1 J -I - I- - I.- .... L T - _ - J -I- -I- - 3 0.011-' i E° 0.01- i 0.-0 1I-cfs T._.. -.,.. T..�p. -.... __II --- J--II -....., -1I1--_- --- 11-0.vo9 - r - - 1 I 0.008- -- - - 0.007= _--_ - - - - I 1 I I 0.005 ' i - - - - - - -I __ t- - - � - - -1 - -I- -I- - �.... 0.003' - - 0.002=' i r 0.001, 0 ' 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 212 Brentwood Circle Type ifi 24-hr 10 yr Rainfaii=5.05" Prepared by Sullivan Engineering Group, LLC Page 7 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 10/18/2021 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: Pool/Patio Area Runoff Area=1,064 sf Runoff Depth=4.46" Tc=6.0 min CN=98 Runoff=0.12 cfs 396 cf Subcatchment 2S: Shed roof Runoff Area=288 sf Runoff Depth=4.46" Tc=6.0 min CN=98 Runoff=0.03 cfs 107 cf Pond 1 P: 4'x2' Crushed Stone Infiitation Trench Peak Elev=103.17' Storage=75 cf lnfEow=0.12 cfs 396 cf Outflow=0.03 cfs 396 cf Pond 2P: 2'x2' Crushed Stone Infiltation Trench Peak Elev=101.74' Storage=21 cf Inflow=0.03 cfs 107 cf Outflow=0.01 cfs 107 cf Total Runoff Area: 1,352 sf Runoff Volume= 603 cf Average Runoff Depth = 4.46" 212 Brentwood Circle Type 11124-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 10/18/2021 Subcatchment 1S: Pool/Patio Area Runoff 0.12 cfs @ 12.09 hrs, Volume= 396 of, 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" Area(so CN Description 1,064 98 Pool and Patio Area To Length Slope Velocity Capacity Description min feet ft/ft) (ftlsec) (cfs 6.0 Direct Entry, From Pool/Patio Subcatchment 1S: Pool/Patio Area Hydro€graph — — — — — — -1- — I — - D.12s ' . _ . - - - - - - - 0.12cfs - - - - - - - - - - - - - - - - 1 - D.115 ,. -1 , - - - - - -1 ._ .. 4 -1Tvpe 111 24 hr110 yr- - D.1 .12- _ =1 =. _ , ,:. -� _ =1= - -1 - - 1- Rainfall 5.05'--- 0.1" • 0.09: ... .-1 - I- F - , - -I- , Rulnof Areafi'I -�64 jsf 0.085 ' . — — — — — — — — — — — — — — — — - I I. Do75= _ _ -� - _ ur�� V_o. ume- 96 0 ^0.065 D,07 ` - � - � - -I- - Run-off PeOW- 4AV-- _ g 0.06_' . 1 — 1 u.0.055 1 — —I — - 1— - 4- = -4 — —{ _ 1 1 ... — — L., i' 0.05 TC, — -- Min- - 0.045 0.04_' . — —I — — I— — L -1 - — -1 — - 1- - L — J — GN"".78 - 0,035- 0.03 ` • I 1 .. - - - -I- I- - r - 0.026. 0.02=' 1 - -I - - I- - 1 - -1 _. -k - 1- - L - J - - - - L -- 1 .1� L - - I ��; � I i -I [ 0.01 5 6 7 8 9 10 11 12 13 14 15 ifi 17 18 19 20 Time (hours) 212 Brentwood Circle Type 11124-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 9 M droCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 10118 2021 Subcatchment 2S: Shed roof Runoff - 0.03 cfs @ 12.09 hrs, Volume= 107 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" Area (sD CN Description 288 98 Shed Roof Tc Length Slope Velocity Capacity Description (min) (feet) _ (ftfft) (ft/sec) (cfs)_ 6.0 Direct Entry, Shed Roof Subcatchment 2S: Shed roof Hydror1r9ph I I I 1 I € I I I I T — — — — — — - — I I I- - E 1 — —I— — I Il Runoff 0.034=' 0.03 cfs r — -t — —I— — I— r __ I ..... .. I Type-II1 24 hr 1-0-yr"- I -I - L I- - -I - - - - —I - Rainallrt5.05"__ 0.028I — —l— — L _ 1 _ .....E — L — -I — — — 0.024- 1F�uuuuuuuur of ArpQ-a-188 !sf- " 00.oz Runoff...VO1uroe=1 07�e - Runoff Depth=4.48" 0,a14= _ 0.012 + —i — —i— i - 0.01=' 0A08=' -I- -. ....J ... L. --- -1 — 0.008= ,- ... ---1 — —I— — L — I.- 1 0.004 0.002 j W — IMM 6 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) 212 Brentwood Circle Type /if 24-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 10 H droCADO 7.00 sln 001433 0 1986-2003 Applied Microcomputer Systems 10/18/2021 Pond 1 P: 4'x2' Crushed Stone Infiltation Trench Field Percolation Rate of Soil = 12 MPI Inflow Area = 1,064 sf, Inflow Depth = 4.46" for 10 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 396 cf Outflow - 0.03 cfs @ 11.80 hrs, Volume= 396 of, Atten= 73%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.80 hrs, Volume= 396 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 103.17' @ 12.43 hrs Surf.Area= 280 sf Storage= 75 of Plug-Flow detention time= 11.4 main calculated for 396 of(100% of inflow) Center-of-Mass det. time= 11.1 min ( 746.2 - 735.1 ) # _ Invert Avail.Storage Storage_Description 1 102.50' 224 of 4.00'W x 70.001 x 2.00'H Prismatoid 560 of Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.006944 fpm Exfiltration over entire Surface area I;Nscarded OutF'low Max=0.03 cfs @ 11.80 hrs HW=102.52' (Free Discharge) �-1=Exfittration (Exfittration Controls 0.03 cfs) Pond 1P: 4'x2' Crushed Stone Infiltation Trench Bydrograph 4 — + — } — .-.I ..... .... ... — I— — F - 4 4 — -1 —i— —I— — — I I ! ! I I I I IFrA inflow 0.13-, /_ - - - - - 0.12 cfs - - - _. _ _. ..._ - - - M Discarded I I I I I I I I I 0.12 - Inflow-Area= 1 ,064 sf. . . � 1- — t 1 i I-- — [— - ' Peak EAev*103.-117' - 1 - -1 - -1 _1- - - - - .,.. _,.Storage=75 ±cf - o.D9- , 0.0e_' - i - -i - -I I._ _... i.. � 0,05-' - t- — t — 1 — —i — —I— — I— — t — _i. i I I I I 0.03 cfs 0.0$-' a- — T — -1 — —I — — I - — -I. ..... _. —I —i— — F- — T — i 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I 212 Brentwood Circle Type 11124-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 11 H droCADO 7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 10/18/2021 Pond 2P: 2'x2' Crushed Stone Infiltation Trench Field Percolation Rate of Soil = 12 MPI Inflow Area = 288 sf, Inflow Depth = 4.46" for 10 yr event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 107 of Outflow = 0.01 cfs @ 11.80 hrs, Volume= 107 of, Atten= 74%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.80 hrs, Volume= 107 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.06 hrs Peak Elev= 101.74' @ 12.45 hrs Surf.Area= 72 sf Storage= 21 of Plug-Flow detention time= 12.7 min calculated for 107 of(100% of inflow) Center-of-Mass det. time= 12.5 min ( 747.5 -735.1 } # Invert Avail.Stora a Storage Description 1 101.00, 58 of 2.00'W x 36.00'L x 2.00'H Prismatoid 144 of Overall x 40.0%Voids # Routing Invert Outlet Devices 1 Discarded 0.00' 0.006944 fpm Exfiltration over entire Surface area Qiscarded OutFlow Max=0.01 cfs @ 11.80 hrs HW=101.03' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 2P: 2'x2' Crushed Stone Infiltation Trench ydrograph I I I 1 I I 1 I I I I I I I I - - I- I Inflow - - - � - - -I - -I - 0.03 cfs - -r - � - � - -I - -I- -I- - I Discarded 0.032- , -Inflow-Arrea 288 0- 0.03= f _ - - - Peak-EIev=401 .74'-- 0.028. , 0.028 i �- - - - - - SIto rya g e=21 --cf 0.024=` , 4- - -I- - -1 -1 - -_1 ..._ I ... 0.0221 ' , L... 1.. ._. 1 ... 4 - -1 - -1- - - a- - - -1 --1 - _I..., I 0.02 - - L - 1 - 1 - A .. .-I -I- L - L - 1 - -1 - J - -1 - -1- - 3 0.018'` , L - !- - 1 _J _.. J - -1- L - L - I - _ - J - -I- -I- - r° 0,016 E - -I - -I- -1- - D,012 I I I I I € I 1 0.01:' I 0.01 cfs I I 1 I i 1 0.002: 0 ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 212 Brentwood Circle Type 11124-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 12 H droCADO 7.00 sln 001433 01986-2003 Applied Microcomputer Systems 10/18/2021 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: Pool/Patio Area Runoff Area=1,064 sf Runoff Depth=7.14" Tc=6.0 min CN=98 Runoff=0.19 cfs 634 cf Subcatchment 2S: Shed roof Runoff Area=288 sf Runoff Depth=7.14" Tc=6.0 min CN=98 Runoff=0.05 cfs 171 cf Pond 1P: 4'x2' Crushed Stone Infiltation Trench Peak Elev=104.03' Storage=172 cf Inflow=0.19 cfs 634 cf Outflow=0.03 cfs 633 cf Pond 2P: 2'x2' Crushed Stone Infiltation Trench Peak Elev=102.66' Storage=48 cf Inflow=0.05 cfs 171 of Outflow=0.01 cfs 171 cf Total Runoff Area = 1,352 sf Runoff Volume = 805 cf Average Runoff Depth = 7A4" 212 Brentwood Circle Type 11124-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 13 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 10/18/2021 Subcatchment 1 S: Pool/Patio Area Runoff = 0.19 cfs @ 12.09 hrs, Volume= 634 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" Areas CN Description 1,064 98 Pool and Patio Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (fVsec) (cfs 6.0 Direct Entry, From PoollPatio Subcatchment 1S: Pool/Patio Area Hydrograish I I I I i V I I I I - 0.2:' .- - - - - - - - - 0.19cfs - - - 019 f � I I Type III Z4=hr'IO0 yr - - - - - - a.17 ' .- - I _ I I I I I I I I • I I - - - - -I= ' _ =1 = R�Infra118•"00"" - I- - L - � - -I 1 J_ _ L Rt#nof Area.,-�I, 64 Ls _ k-L16O ;-VO)U-11 e= 34 'cf _ 4 _ _ = t ; _ _ % - ; F unoff peoth-7.�14_ 0.0a ' _ T -I=- -•Q -min 0.07=' . -C - -I - - T- -1 -1- L -I - - , - - - N=98. .. _ - - TI 0.04 ' , I I 1 k -.... 1 I Imo,, I I I _ _ -I- - 1 - - 0.03' 0.02= 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 212 Brentwood Circle Type 111 24-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 14 H droCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 10/18/2021 Subcatchment 2S: Shed roof Runoff _ 0.05 cfs @ 12.09 hrs, Volume= 171 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 CN Descri tion 288 98 Shed Roof Tc Length Slope Velocity Capacity Description min feet ftlft ftfsec cfs 6.0 Direct Entry, Shed Roof Subcatchment 2S: Shed roof I-Eye'f ees�1��@3h I i I i I I k I I I I 0,055, 1 I I I I I I I I ! Runoff a- — —i — —1 1- — -1 — 0.05cfs 1- - 4 — —I— — {- ._... .1- - -} — —I- 0.05- 1 1 1 1 1 I I Type 111124�hr 100 Syr 0.045=' i - i .. —i— — i — i .,. i - - — L — — 1 1 Rain fall=r8.00" 0.04_' _ ! - - - ! - Runoff,Ar4a=� 88 sf Ru- o Volu a 71 d - - .._ . - - -, - -,- - r - -I - ;:;. Runoff Depth�7.147_ 0.03- 3 4.025= I I I 1 { 1 Tc=6:0 min _l. .. I I— L — 1 ". .._1 .. _ L _ 1 _ —1 ..... ._. 1-.. 0.01-' I { � { .4 I 1 0- i i i i i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 212 Brentwood Circle Type 11124-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 15 H droCAD®7,00 sln 001433 © 1986-2003 Applied Microcom titer Systems 10/18/2021 Pond 1 P: 4'x2' Crushed Stone lnfiltation Trench Field Percolation Rate of Soil = 12 MPI Inflow Area = 1,064 sf, Inflow Depth = 7.14" for 100 yr event Inflow - 0.19 cfs @ 12.09 hrs, Volume= 634 cf Outflow = 0.03 cfs @ 11.70 hrs, Volume= 633 cf, Atten= 83%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.70 hrs, Volume= 633 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Peak Elev= 104.03' @ 12.55 hrs Surf.Area= 280 sf Storage= 172 cf Plug-Flow detention time= 30.1 min calculated for 633 of(100% of inflow) Center-of-Mass det. time= 29.8 min ( 762.9 - 733.1 ) # Invert Avail.Stora a Storage Descri Lion 1 102.50' 224 cf 4.00'W x 70.001 x 2.00'H Prismatoid 560 cf Overall x 40.0% Voids # Routing Invert Outlet Devices 1 Discarded 0,00' 0.006944 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.03 cfs @ 11.70 hrs HW=102.53' (Free Discharge) 1=Exfiltratlon (Exfiltration Controls 0.03 cfs) Pond 1 P: 4'x2' Crushed Stone Infiltation Trench Hydrograph I f ! I I I I I. I - -I - ! - I- - I i... - Fig Inflow 0.19 cfs - -I - I_... -- I_ -._ - Discarded 0.2 ' i - - - - - - - - _ 0.19." i - - I - - -I I _ I _ 1- 'ln.f I-OW-..IA nea-I X4 S� 0.19 - , L - 1 - - —1 _ ._.Pieake� 'f� .-013'. - !- .... .� — — —! — —!— !- — - 0.15-' I- ..- + -��--w1 - -I - I- - �'-J F.. I... .- t - -I - -I I.._... .,.. I- - t - .._.�7�t0f'a.ge_� 'I c 0.13- 0.4 i I- I I ! E W 0.09=' i 0.08=' i ,- I - 1. - -I - -I- - I_ 11 - -! - I I L _ L _ _ 0,051' i - i- - t - -1 - -1 - 1 t - fi I .... -I- -I- - � - - 0.04=' . 0.03 cfs - — T_ I -..I --_ — —I— —I— 002 i 1 T 0 1 t 1 1i i1 m i 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 Time {hours) 212 Brentwood Circle Type 11124-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 16 H droCADO 7.00 sin 001433 01986-2003 Applied Microcomputer S stems 10/18/2021 Pond 2P: 2'x2' Crushed Stone Infiltation Trench Field Percolation Rate of Soil = 12 MPI Inflow Area = 288 sf, Inflow Depth = 7.14" for 100 yr event Inflow -- 0.05 cfs @ 12.09 hrs, Volume= 171 cf Outflow = 0.01 cfs @ 11.65 hrs, Volume= 171 cf, Atten= 84%, Lag= 0.0 min Discarded = 0,01 cfs @ 11.65 hrs, Volume= 171 cf Routing by Stor-Ind method, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Peak Elev= 102.66' @ 12.56 hrs Surf.Area= 72 sf Storage=48 cf Plug-Flow detention time= 33.3 min calculated for 171 cf(100% of inflow) Center-of-Mass det. time= 33.0 min ( 766.0- 733.1 ) # Invert Avaii.Storage Storage Description 1 101.00, 58 cf 2.00'W x 36.00'L x 2.00'H Pri rsmataid 144 of Overall x 40.0% Voids # Routina Invert Outlet Devices 1 Discarded 0.00' 0.006944 fpm Exfiltration over entire Surface area 1iscarded OutFlow Max=0.01 cfs @ 11.65 hrs HW=101.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 2P: 2'x2' Crushed Stone Infiltation Trench Hydrograph 0.055-' ,- - � - + - - I -I - 0.05 cfs I- - I. ._ .{ .- - - -I- -i- - ®Discarded I I I I Inflow A rea=288 sf i 0.045-` ,- — - -- __I - _I _ I Peak-Elegy=102.66'_. 0.04- ,- - - ! - S;tora-gp=48-of-.. _ I_... ...,. I - _I - I - -I - -I- -I- - g Fl. 0.025-' + -OM T. I I I I I I ! i 0.015- ,- - - I - - -� -I - -I_, - I __. .1. .... ..L. - - - J - -I- I- - I I I 0.01 Cis 0.01-' ,- - I- --.. .{. .._ .,.,.E .,.. . I - 0.005- 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours)