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HomeMy WebLinkAbout2022-01-04 Stormwater Response Comments Sullivan Engineering Group, LLC Civil Engineers Land Dnlelopment Consultants December 28, 2021 Town of North Andover Planning Dept, 120 North Main Street North Andover, MA 01845 Re: 33 Appledore Lane, North Andover Watershed Special Permit—Addition + Driveway expansion Planning Dept; This letter is intended to address/answer comments from the peer review by the Horsley Witten(HW) Group in a letter prepared by their office dated Dec. 16, 2021 The review letter focused on the stormwater management report and Site Plan in compliance with the Massachusetts Stormwater Handbook. Responses below are to outstanding issues raised in the December 16, 2021 letter. Under Standard 2 in the HW review the HydroCAD analysis was revised, including - Min. Time of Concentration was changed to 6 minutes in Pre &Post scenario - Grass has been modeled in "good" condition in both pre &post scenario - '/2 rain event has been modeled - The 2 (12"), 10 (4.8"), 25 (6.0"), and 100 (8.6") year storm events have been modeled The following are the results for the sub-watershed area, Design Point 1 Predevelopment(cfs) Volume (ef) Postdevelopment (cfs) Volume (efj Storm Event 1/2 Storm Event 0.00 0 0.00 0 2 Year 0.09 272 0.03 107 10 Year 0.21 620 0.08 243 25 Year 0.31 920 0.12 361 100 Year 0.55 1634 0.22 642 The proposed diywell had the stone surrounding increased to 66 inches and this is noted on the plan and construction detail. The H-20 rated drywells have 2 feet of cover over the tanks which is sufficient for this rating. The ring elevation of the cover is shown on the construction detail and referenced in the site plan portion. All proposed elbows are clearly labeled on the Site Plan for the drain piping. PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksul153@comcast.net Standard 3: The drawdown calculation for drywell is; Peak water elevation: 93.43' (100 yr storm) Bottom of drywell: 91.00 Difference is 2.43' or 29"..,..using 2.41 in/hr for recharge rate (conservative)...the total drawdown time is 12.03 hours< 72 hrs (meets standard) Groundwater Recharge For B soils require a volume to recharge of 0.35 inches Total impervious area: 2,496 s.f. Total site volume required to be recharged=2496 s.f. x 1"/12 x 0.35 =72 cf Site volume recharge provided: 1,080 cf(100 year storm.)> 72 of (meets standard) Standard 4: A TSS removal worksheet is attached which shows 85%TSS removal> 80% TSS removal required. Water Quality Volume calculations for 1"event. Required volume: 2,496 sI x 1"/12= 208 of Provided volume: 791 cf> 208 cf(meets standard) Standard 8: The limit of work line matches the erosion control barrier limit - A note has been added to the erosion control detail to match the written description of the upkeep requirements Construction Sequence: The following is a general construction sequence. At the time of the preconstzuction meeting with the Town Planner onsite, the builder will provide contract information and a detailed construction schedule. 1) Install Erosion Control Barriers 2) Strip/Stockpile loam from work area 3) Remove rear concrete patio and dispose of concrete offsite 4) Excavate for foundation 5) Install footings 6) Install poured concrete frost walls 7) Backfill foundation PO Box 2004 Woburn, MA 01888 (781) 854-8644 email:jacksull53@corncast.net i 8) Install drainage system,boulder ret. wall, and grade future driveway area 9) Install binder pavement on driveway expansion 10)Loain/seed disturbed areas 11)Rip roof over existing 1 story garage 12)Begin frame on addition and second story over garage 13)Continue with frame, mechanicals, and inside finishes 14)Finish pave driveway Standard 9: Due to this being a small project, with minimal stormwater components, I would ask sk that the Site Plan serve as the plan or map describing the drainage facilities. The O&M report references this plan and the Plan is part of the overall Planning Board decision. A separate map or plan would not be as detailed as the full Site Plan of record. Erosion and Sediment control narrative: The owner has shown erosion control to be established in the work area and construction access points. A construction detail has been added to the plan to provide the contractor guidance for installation. A proposed soil stockpile area is shown, but most likely will not be needed since excavated soil for the addition will be trucked directly from the site. All disturbed areas shall be stabilized as quickly as possible with grass seed. In the event that the site is disturbed over winter months there straw mulch shall be spread over the disturbed areas until the growing season returns. Erosion control shall be inspected weekly by the contractor and homeowner to make sure it is functioning properly. In the event silt buildup is high on the barrier it shall be removed. Erosion control shall be replaced if any signs of failure are noted. A drainage Operation and Maintenance Plan-under separate cover will be provided as requested. Very Tr y our Jo (Jac D. Sullivan Ill, PE Attachments: - TSS Removal Worksheet - Predevelopment Drainage Plan w/subcatchments shown - Predevelopment HydroCAD analysis Postdevelopment Drainage Plan w/subcatchments shown Postdevelopment HydroCAD analysis Cc: Sean Delaney, Owner PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comcast.net V INSTRUCTIONS: Version 1,Automated.Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: 33 Appledore B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Gf Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 QO Dry well 0.80 0.75 0.60 0.15 E p0.00 0.15 0.00 0.15 U) Cn 0.00 0.15 0.00 0.15 t� i� C� 0.00 0.15 0.00 0.15 Separate Pores Needs to be Completed for Each Total TSS Removal 85% outlet or BMP Train Project: 33 Appledore Prepared By: JDs *Equals remaining load from previous BMP (E) Date. 1 11712 0 2 1 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept.of Environmental Protection I 8 I LOT AREA 39,042 S.F•7� Limit of Work 202 S.F. OF CONC, PAPO TO BE REMOVED W xn NEW ADDHION fl `C 1 94x2 / \ B 4 �ot1a as 10 I 96xs 49001 N,1`\I ; asx7 xs %•Ia9rOU 10 9ss ��I ° a 100 FOOT DISTURBANCEN 95x4 95;ta' O ° 9 ��i f BUFFER ZONE / 98x6 %, Gari , 65x3 1 \84x2 // a2• 5arBari ,, �� l 96 9sxt fncYoSuf 1 $torY 1 4 WCD [/ 0Bx7 B ir%• N�+; y 1pC PO I a4ar 95.2 �1oby9ra 0 6 �I 1�1rTT A`P adorer Lq '', aBx7 aalk 84 S;fucLu Frnrlt i �x `p oc F��Y`QO•C 67xa Wo4kW°y �% OS�sWoY 11 ,\\ 92xo \ • � 1 O 4 e�xa 9717 SS as t 97x7 1 f asfa LFmii of World 1 i / Ex. Walkway 4 w z 96 97x4 9$x6 WA! 1 BSx2 Jxa 82.6 f9 ' \` 97x7 •� 11 ` ,' m ca I 840 11 ' a7x0� i �y N N I 4 1I I 93.8 96 6 4 96 3 f t R 160.00, 1 \ 95x4 2a" 99.4 t 105'•53 \ f 18 i9BxJ ! � aaxa 1 f ' ' m 004 i i \p0 xs / 9 SBDH , 9 5 4 FN D J 1 APPLEDORE R=209 0' r I AN E +. �� is Total Offsite Subcat Reach on Link Drainage Diagram for 33 Appledore Lane_Predevelopment Prepared by Sullivan Engineering Group,LLC 12/28/2021 FHydroCADO 7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 33 Appledore Lane_Predevelopment Type III 24-hr 2 yr Rainfall=3.20" 1 Prepared by Sullivan Engineering Group, LLC Page 2 H droCAD®7.00 sln 001433 0 1986-2003 Applied Microcom uter Systems 1212812021 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UN=SCS Reach routing by Stor-Ind*Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Runoff Area=4,109 sf Runoff Depth=0.79" Tc=6.0 min CN=71 Runoff=0.09 cfs 272 of Link 1 L: Total 4ffsite Inflow=0.09 cfs 272 of Primary=0.09 cfs 272 of I Total Runoff Area - 4,109 sf Runoff Volume = 272 cf Average Runoff Depth = 0.79" I I i 33 Appledore Lane_Predevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 H droCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1 S: Runoff - 0.09 cfs @ 12.10 hrs, Volume= 272 cf, Depth= 0.79" 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=3.20" Area sf CN Description 480 98 conc 640 98 roof area 2,989 61 >75% Grass cover, Good HSG B 4,109 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment IS: Hydrograph 0.095= 1 Runoff I I 0 os� 1 0,09 cfs 0.0s5- 1 I Type Ill .- 4-a�r..2.yr- . ----r--- ----r---T----f----T-- .---r-----"-1' I' r 0.08` - € I ! I 7 I I I I I 3 I I f._.._... 3__- -- I----,--- R'ainfaI1�3.2Oil 0.075:'1, .._-.....- .._.....-.,... --r-- r ---1----T-- ---r----I----r----1-- -r---- ---r 0.0T I f ---- --- ,--- -- 3--RunoffXrea,4-0-09,Sf- O.OSSi , ----r--- ----r---T----3----T-- ---r----r---r----1----r--- 0.06: ---,----;----;----T----;----T-_ __. ,Ruhoff Volume=272-bf-- 0.055_ ----r---�----r---T----3----T-- ......T---. _ 0.05: ! I ! 1 ] I kU n'off-'Depth'�'Or79"- ----t---1----I---T----f---- T-- ., r-__ - � w o 0.045- € I I I 1 1 Y I I I 1 i € I V J i 0.04= I i = '! ril in 0.035: I 0,03 0.0 C: I I I 1 i I 0,02' �' ___I____T_. -__1____r___-____r_ 0.015 TO 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane Predevelopment Type !l124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 H droCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Link I L: Total Offsite Inflow Area = 4,109 sf, Inflow Depth = 0.79" for 2 yr event Inflow - 0.09 cfs @ 12.10 hrs, Volume 272 cf Primary - 0.09 cfs @ 12,10 hrs, Volume= 272 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydragraph • I I I I _. .- ., � 1 ' 1 Fig f©W 0.095: o,o9 �fs MPrima ry lnfowIArea=I4 �09 0,0©5:0.08 0,075 • ----1---J__ _..I.-...,,..I.....__1____I_ ___1____I_.........I,. ..,.._1. _._ J_---I----L 0.077 I I ____ ___.J 0.065: I I 0.06 I I I 0.055 I I I I I 0.05 I I I I ----I----r---- 0 0.045= I ---- -- -- 0.035 0.03 ' r- ------------ I I I 1 1 E E --I----� 0.025: ,' -- .3. ._.. ....!.--_--I----`---- ----I -I---- --- --------!-.._ _.. • I I E r I I I I 1 I I I 0.02 ----'----L--- ----' _-I---- ---J----I--__ i. 0.015 I f 0,005 l 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) 33 Appledore Lane_Predevelopment Type 11124-hr 90 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 12/28/2021 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: Runoff Area=4,109 sf Runoff Dopth=1.81" Tc=6.0 min CN=71 Runoff=0.21 cfs 620 cf Link 1 L: Total Offsite Inflow=0.21 cfs 620 of Primary=0.21 cfs 620 of Total Runoff Area = 4,109 sf Runoff Volume - 620 cf Average Runoff Depth = 1.81" i 33 Appledore Lane Predevelopment Type H/ 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 6 H droCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1S: Runoff 0.21 cfs @ 12.10 hrs, Volume= 620 cf, Depth= 1.81" 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=4.80" Area sf CN Description 480 98 conc 640 98 roof area 2}989 61 >75% Grass cover, Good, HSG B 4,109 71 Weighted Average Tc Length Slope Velocity Capacity Description min (feet) ftlft ftlsec cfs 6.0 Direct Entry, Subcatchment 1S: Hydrograph I I 1 I I I I I 0.23= --- L---J----L- J-_ -'----' ----'----1----- 0.22- '. ---- 0.21 cfs -'f1----rEI --. --;I--_- - -------- Tye 2 -hr11-0-yL J__-_L_ J---- - --r I o.1g - --;__ -- -. ;--. 0.17- _ I„ ... _.J____L___-I____L____I _ -- -- - ---, - ,... ---- ---�-- ----- Rgnoff Area�4 -10.9-:sf- 4.95 ', ....., -----'----`-----'----'I ...,.�. _ I I I _ I____ 0.14 __L___J __!. _ Ruhoff,Vo1ume—$20 ,Cf- 0.13 --r---I----r -j... i_._ , i_.... ----r----€----r----I-- r----r___ v = = I I I € 1 I I I I � 0,12- � .. .. .. ...... .--,-----,----,----,-- ---I---Runoff-Denth=l .S1�-- - - ---- ------- - -- I a.as -- , _ ------- ---'- ----T =..6.,O..li"I1in_. E I I € 3 I I I I I 1 I I 0.08. ----J---- ---...__,1.., ..,.. ...5__, .... ...I... ----L--------L----3--�� - -- I 0.05: -- --- ----F--- ---- ----I- ----3----+----,---- 0.04 --- ,.II,. ---------r--------- 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 Time (hours) 33 Appledore Lane Predevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCAD®7.00 sln 001433 @ 1986-2003 Applied Microcomputer Systems 12128/2021 Link I L: Total OfFsite Inflow Area = 4,109 sf, Inflow Depth = 1.81" for 10 yr event Inflow = 0.21 cfs @ 12.10 hrs, Volume= 620 cf Primary - 0.21 cfs @ 12.10 hrs, Volume= 620 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link I L: Total OfFsite Hydrograph I 3 1 ®Inflow I € I I Prima 0.22= ` -------'---- - ----'- 0.21 cfs -- L---,- --- E 1 I -__.-�nfl;ow;Ar�.a4.;'110-9-sf- ' I 1 E 1 I I �' 3 I I I l I I 0.191 0.18? 0.17: ;' ---J---- --- ----'----� ---i----L---1----1----i---J ; _7_�_ F....._.. ..._iI____ { I 1 E I I I I I I 3 I I „ 0.12-1 ----J---- --- ----1 L ;' E I E 1 I I I I I I } € E p 0.11:'f� ---- -- FL _._. _I_. ...-._.,.,.._. {y __1-.___E____I____I � 1 € ! I I I I I I 3 1 I 0.09- -' ----+--------F---4----€----� 1----4- -4---- I...._ _1 s • ; 1 3 E I I I I I ! I I Q.Q�i _________________ rO.n 11 I •` -- ---L----1----1----A----'---- -'----L---j----'----L---J 0.04-'' .", --- - --1----r---t----E---- + ,.---y----r--- I t E I E I O.Q3' _-... ------- -- --------------Z f I I 0.Q2 0.01 r s v 5 6 7 E3 9 10 11 12 13 14 15 16 17 14 19 20 Time (hours) 33 Appledore Lane_Predevelopmen>i Type /1124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 8 H droCADO 7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 12/2812021 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: Runoff Area=4,109 sf Runoff Depth=2.69" Tc=6A min CN=71 Runoff=0.31 cfs 920 cf .ink 1 L: Total Offsite Inflow=0.31 cfs 920 cf Primary=0.31 cfs 920 cf Total Runoff Area = 4,109 sf Runoff Volume = 920 cf Average Runoff Depth 2.69" 33 Appledore Lane_Predevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 9 1 I droCADO 7.00 sin 001433 ©1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1S: Runoff - 0.31 cfs @ 12.09 hrs, Volume= 920 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 6.00-20.00 hrs, dt= 0.05 hrs Type III24-hr 25 yr Rainfall=6.00" Area sf CN Description 480 98 conc 640 98 roof area 2,989 61 >75% Grass cover, Good HSG B 4,109 71 Weighted Average Tc Length Slope Velocity Capacity` Description min feet Oft) ft/sec) (cfs 6.0 Direct Entry, Subcatchment 1 S: Hydrograph 0.34�', € I I I 1 _---L---J- L--- -1...- ......1....... L____I____L____I_........L_ -i--__ cfs 0.32 !----I----'-------- ----€---- Type t�l_21�r 2 -yr- 0,3= .-. !� .--------r----1-- ' 0.26- J I 0.24 __�_ R1n-ofjfA�ea4,---- -- -- --- ___ 1 I I 1 1 -' 0.9._!{'I sf 0.22' _ ---`-- Vi a= 20_r 0.2 U6 Of ---- - 3 ._. ---;-- --;---Runoff-Qepth=�2.6+9"!-- 0.16. _ ._ _L_ 0.14 L--- ----L----I--_ ---I----L----I----L_T_t=- ..Q._ n _ 0.12 '...._.... - ----'----'ll -i- i I. i... {I -i- CN • - ----r---1----r----1----r-._.._..I..._, _1----r--------r----I---- 0.0$, ----1----;----L-__. +----E----- 0.06: __L. __J_ _L J-----L----I____L_ _I.....,.._1____E____ _L___J____L_ 0 02 Y 0 r 5 6 7 8 3 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 33 Appledore Lane_Predevelopment Type !li 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCADO 7.00 s1n-001433 ®1986-2003 Applied Microcomputer Systems 12/28/2021 Link 'I L: Total Offsite Inflow Area = 4,109 sf, Inflow Depth = 2.69" for 25 yr event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 920 of Primary = 0.31 cfs @ 12.09 hrs, Volume= 920 cf, Atten 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydrograph � I I I ----r---y----r----r-'_...,....I.... r--- --+--------Y---Y--------r----t--...,...,L.........,..- r 1 I I ! I I FM inFlpw 0.34 I I 13 Primary � ---L---1 --'- 0.31 cfs I. �. �_ L I of local Ar--P-a=4-'i 09 f ---L 1 Y-_-L- 'II ... --- _ I 028` I ` ---'` I----'----'----I- 0.28: I I T.- - --r---r---I---- 0,247 I 0,22^ I I I IW�A 0,2" I € 1 I I E I I I I I I I ----'----F ---' -- _...1-.......L_ ..... -+ ---'----I---- '.. `"• Q1B- •r I I r I E I 3 - r L_-__I-..._..I,....._.l.,.........€_-...._I_ ---'----L---j----'----L---.J__......E,...,..,.._ '',. � 016� I ' I I ILL r _ 0.1- r I r ----T---- 1 7----€----' - 0.08: I I p� - ----r---7----r---Y____[____ I........... .............t- ---I----r--------r--- O.o6: I I 0.041W I r I I 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Thne (Hours) 33 Appledore Lane_Predevelopment Type 11124-hr 100 yr Ralnfalf=8.60" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCAD®7.00 sIn 001433 0 1986-2003 Applied Microcomputer Systems 12/28/2.021 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: Runoff Area=4,109 sf Runoff Depth=4.77" Tc=6.0 min CN=71 Runoff=0.55 cfs 1,634 cf Link 1 L: Total ©ffsite Inflow=0.55 cfs 1,634 cf Primary=0.55 cfs 1,634 cf Total Runoff Area = 4,109 sf Runoff Volume = 1,634 cf Average Runoff Depth = 4.77" 33 Appledore Lane_Predevelopment Type /if 24-hr 100 yr Rainfalh8.60" Prepared by Sullivan Engineering Group, LLC Page 12 H droCADO 7.00 sfn 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1 S: Runoff -- 0.55 cfs @ 12.09 hrs, Volume= 1,634 cf, Depth= 4.77" Runoff by SCS TR-20 method, UH=SCS, Time Spam 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60'I Area sf CN Description 480 98 conc 640 98 roof area 2,989 61 >75% Grass cover, Good HSG B 4,109 71 Weighted Average Tic Length Slope Velocity Capacity Description min feet ftift ftfsec cfs 6.0 Direct Entry, Subcatchment 1S: Hydr©graph --- --------- i - 0.55 cfs -----------{-- ----j---- • I I I 3 ! I I I 0,55 I Type I�I.24_,-hr ,i�i O0_lyr . I I 0.5-' I I I i I I I I IR y, Oyu I I I I I E € I I I I I I 0.45- I I - --I_ ----Runbff..AreA=4 �'1091sf- 0,a I ----;--- ;-- -- -;Ru.noff-V-o.lum =-1,;634; cf- 35 . ----r----=----r----- - -I - ----r Rulnoft-Depth=4.77"- • t I I I I I I I I t 3 0.3.- I I I I I I I Tc 6'0 nilin- 0.25- l I 0.2- ! • -..,..,...,.I..._.__1____L___J____L___J__ � ..__I_.__ _ E.,._...., ,..I.,..,....__1,___-I----1----I---- '', V.1J•�I I I E E I g I I I I I I I'.. I I I I i 1 1 i I I E 1 .,. _ ___3----�----I-__-I 0.05- .. I I AMR 0 / , 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) 33 Appledore Lane_Predevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCAD®7.00 sln 001433 C 1986-2003 Applied Microcomputer Systems 12/28/2021 Link 1 L: Total Offsite Inflow Area 4,109 sf, Inflow Depth = 4.77" for 100 yr event Inflow - 0.55 cfs @ 12.09 hrs, Volume= 1,634 cf Primary = 0.55 cfs @ 12.09 hrs, Volume= 1,634 cf, Men= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Spam 5.00-20.00 hrs, dt= 0.05 hrs Link 9 L: Total Offsite Hydrograph --r---t----1----r---Y----a----r----r----I----r---rt----r--- l' . ,• I 1 I I i I I , I I c � Prima 0.6; .----r----I----r----r----1- -I- ---r---�----I----r---rt----r--- 177 I I I I I 0.55 cfs I nflo 1 f09-0 1 0.55 ,,...._.,..;......__-;_...__.:........:.._ -,- , ---1- w�Ar-0a=4j' I I I I I I I i I I E I I I I I I I I I I I I E 1 I I I I I I I I 3 I I E 1 • I I I I I I I I i I I E 1 I I I I I I I I 3 I I E I I I I I I I I I I I I E 1 V I I I I 3 I I I 1 I I F 1 I • 0.3- .---------1----1----'-1----I----I- _..__1-_--r--- --------+--- ----F--- I I I 1 3 I I I i I I F I 0.257 ---r--- ---- ---+--- ---- .............. ------I --- ----I---- I I I I I I I I I I I ! I I I I I I I I I I I I ! I I I I I i I I I I I I 1 I I I I i I I I 1 I I i I I I I I 1 P l 0 Fr 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane Predevelopment Type 11124-hr HALF INCH RAIN Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 14 H droCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 12/28/2021 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 Star-Ind method Subcatchment 1S: Runoff Area=4,109 s€ Runoff Depth=0.00" Tc=6.0 min CN=71 Runoff=0.00 cfs 0 cf Link 1 L: Total Offsite Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 4,109 sf Runoff Volume = 0 cf Average Runoff Depth = 0.00" 33 Appledore Lane_Predevellopmenf Type i1124-hr HALF INCH RAIN Rainfall=Q.50" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1 S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 of, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr HALF INCH RAIN Rainfall=0.50" Area (sf) CN Description 480 98 conc 640 98 roof area 2,989 61 >75% Grass cover, Good, HSG B 4,109 71 Weighted Average To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Hydrograph I I I € I I I I 7 I E El Runoff I I I t E I I 1 I I 3 I I E I I I I E I I I I I € I I E Type III 24-hr3HACF INCH RAIN I I I t I I I I I I I I j I f�{{ir f� I I I I I I I I I I I l�ai nf�I l-L.I,50" I I I I I I I I I E ! •� I I I 1 I I I I I E I I I Runoff Area=4,100 sf i Rdnoff Volume=0 cf /� I Runoff Depth=O.6I0(�/� " I I i 1 I I I I I I I i I I I ! I I I 1 I I I I Tc=6.0 mil l I I I I 1 I I I I I E I E I 3 I I I I CN--71 O I I I 1 I I I I I I I I E I I I 3 I I I I I I I I E I I I I I I I I I I € I I € I I I I 1 I I 7 I I I 3 I E I 1 I I € I I 3 I I I I I E I 1 I I E I I 3 I I I 3 I f I I I I € I I 7 I I I 3 I E I I I I € I I 1 I I I 3 I I I I I I € I I 1 I I I 3 I I I I I I € I I I I I I 3 I I I I I I € I I I I I I E I I I I I I € I I I I I I I I I I I 1 I € I I I I I I ! I I l I 1 I E I I I I I I I I I I 0.00 cfs n 5 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 Time (hours) 1 33 Appledore Lane Predevelopment Type 11124-hr HALF INCH RAIN Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 16 _Hy droCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 12/28/2021 Link 1 L: Total Offsite Inflow Area = 4,109 sf, Inflow Depth = 0.00" for HALF INCH RAIN event Inflow - 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Spam 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydrograph I I I I f I I I I I € I I ! I ! I I 1 I I ) ! I E 0 inflow I I ! I I } I I 1 I f I I 3 106W Area=4,109 0 1 I I l 3 I I I I I I I I I 1 I I I 3 I 3 I I I I I I I I I I I I 1 I I I I I I ! I I I I f I 1 I I € I I I k I 1 I I 4 I € I I E I I I I I I I I I I I I I E 1 I I I I N 1 I 3 3 I I I I I I I I } 1 3 I 3 I 1 I I I 3 I I I 3 I I l�L I I I 1 I 1 I I I I I 3 I I I I I I € I I I I I 1 I E I I I I I I E I I I I I 1 1 € I I 3 1 I € € I I 1 I 4 I I € 0.00 cfs a . . . . . . wow 5 6 7 8 9 10 11 12 13 14 15 16 17 1© 19 20 Time (hours) I PROP. 2—€,000 GALLON CONC, ORYWELL(11-20 LOT AREA RATED) w/NX CRUSHED 39,042 S,F.± STONE SURROUNDING. Limit of work 1D7.3 66"Surrounding 202 S.F. OF CONC. PATIO ,o Prop. 12' Din. Staked NTO BE REMOVED ® 1 Mulch Soxx (Typ) 924 S NEW ADDITION,F OF ROOFED v i AREA TO BE COLLECTED 94.2 Use Erosion Control AND PIPED TO DRYVELL Blanket on slopes SYSTEM. e 4 TI or greater 9 g Ti tgy Prop. Cape Cod Berm c,4°tile Stockpif along driveway edge �g Con \ Area 95 as BhOwn. 11 p 98.9 v 1 � :9 Prop. Boulder Wall or d gool - .L other retaining waif per 1 fotiln ' owner (non structural ze ! Ex ln0 a %0 • ,.. "^ wall <4 feet high) 100 FOOT NON— DISTURBANCE 95.4 9aFo o pop10 �� }1 � , °y k - BUFFER ZONE / eszs Ex. p1p� a Prep. Bit. Conc. 0 A Driveway Expansion Cgen (1,572 s.L) to access Sc �K• t rn new garage bay es.� Encfosut ;( m to 9fi spot . +'' } p - C, 9s.7 Fs spar$ r 3 t' P faJ€10 2 Got a,J .�j lye fieat f �da Gor 95 0 ; eat 0o t' A of n;toI j rrj PPlodora�n Prop. Precast Can food jr Manhole w/deep rome/cover.00d. fix•frame 5\ ' g 95.8'± 1=93.42' I �rlgq�, 97.3' Isbksay \Ex.g1k'G a .r 92.0 Prop. Trench Drain~ �F qs5 Aa by Shea Conc. or equal. 97.7 ty c5 96€ Prop. B' HPD Grate=95.2' s7x7 i Oraln Pipe fnv.-93.87' 9ej9 W5 IL=32 5=0.014 ' Ltmlt of Warp& f Ex. Walkway uZ 9 97x4 9Bz8 ��11kk 1, BSx7 3 97A4 'a ,0'4 m�6 ♦ 97x7 ' , I ' z-,A W ♦ '� 1 ti 76� 1 \ 1 °off° �u % �^ ee.a N Nam- ` `\ SJ 1 II i 94.7 1� M -,499.5 96� I ` r =� I a7.o 1 q lyN i° FI �\ i` Me i 1 5 ♦\p 'Be 9 96 3 85x, 9¢ R18o'�00 \ i } 2k 99x4 y 105:53 1DOx3 WS4 99.8 6/ es 4 SBDN 4 °y FND 1 e APPLEDORE ' R=20.00' L=19.47' '�� 1 AN E +, �� fi 2S 1S P Remainin Land Roof'/D iveway 1L Total 4ffsite 2-1 ,000 Gallon Drywell w166" crushed stone surrounding Subcat Reach ari j_jnj< Drainage Diagram for 33 App[edore Lane_Postdevelopment Prepared by Sullivan Engineering Group, LLC 1 212 812 02 1 HydroCAD®7.00 sin 001433 ©1986-2003 Applied Microcomputer Systems 33 Appledore Lane Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, L.L,C Page 2 HydroCAD®7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 12/2812.021 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 1 S—P: Roof/Driveway Runoff Area=2,496 sf Runoff Depth=2.77" Tc=6.0 rain CN=98 Runoff=0.17 cfs 577 of Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=0.79" Tc=6.0 rein CN=71 Runoff=0.03 cfs 107 of Pond 1 P: 2-1,000 Gallon Drywell w166" crushed Peak EIev=91.29' Storage=174 of Inflow=0.17 cfs 577 of Outflow=0.03 cfs 576 of Link IL: Total Offsite Inflow=0.03 cfs 107 of Primary=0.03 cfs 107 of Total Runoff Area = 4,109 sf Runoff Volume : 684 cf Average Runoff Depth = 2.00" i i 33 Appledore Lane_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 H droCAD®7.00 sin 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1 SrP: Roof/Driveway Runoff = 0.17 cfs @ 12.09 hrs, Volume= 577 cf, Depth= 2.77" 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=3.20" Area sf CN Description j 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Te Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 6.0 Direct Entry, From Pool/Patio Subcatchment 1S_P: Roof/Driveway Hydrograph Ruroll r--- ----r--- --__r... -----r----€----r---- D.1a_ 0.17 cfs 0.17- � I I I I € ;----�--T--ype,,111-24-h:r .2,..yr ._ it 16 I I l I I E 1 I E I I € 1 D,15= �---;---- --_- Ir...........:........r---�-- ---� r__._..II�....R�.inf��l�3::�n"�. .. . ---- 14 F € I I € € I I I I I I E L V i;- -;---;-- ----, RunoffArea#2 4 6-:sf- 0.13: , _ 0.12d —I Ln�ff U I i ,^ 0.11: ____1 I , 1 I I 1 O , j —— — o 0.09: -- -€ --; Runoff-Qepth-217, - D ----r--- ----r---- --- - r----,----r-Tc_6; m,Nn-- 007, I 7 I t I ————r———r———-r———1————I ....., D 06 1 I I 0.05: ---- - - -- 0,047 0.03: I 1 ----r--- ----r---1---—�——.. —,--——r----,----r • f � � o 0 5 6 7 8 9 10 11 12 13 14 15 16 17 10 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Groin, LLC Page 4 H droCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 2S: Remaining Land Runoff - 0.03 cfs @ 12.10 hrs, Volume= 107 cf, Depth= 0.79" 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=3.20" Area sf CN Description 278 98 concrete 160 98 boulder wall 1,175 61 >75% Grass cover, Good HSG B 1,613 71 Weighted Average Te Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, Subcatchment 2S: Remaining Land Hydrograph I I 0.038: ---- -------- ----I--__ ........I,_--- ----4----4------4 ----1---- --- Runoff • I k I I I I I 1 I 3 0.0364 -------- ---------+----k--- 0.03 cfs _�--- ---- ---�---- --- I----k 0.034 T - + i -------+-- ---1------- ' i_ ' ---' ype, 1114-hr Z yr- 0.032:" _ _.... -.-._,..L....._....1-- -1----1-- --- 1- ----L.._._...I.......... .......... ......_I-- - ; r I k I I I I I R'a 0" 0.028: I f I I i I I I I 3 I 4 0.026= --- ' - --- ' Run.offi: re_a^' �6 3 ',Sf- .._.! __f.I__--1_---L 1- L._.. I E I I I I I I I 3 I 3 . l, _....1_....._..E_..__ _.__ ----i_uvuf-- " ---,RuooffVolume=l073cf- UN- 0.022- ---- ----'-----' - ----------- '-----'----'----j----'---- W I I I I i I � 0.02 ----;----;----;---- ° - ---Runoff-3Depth'0.79 Q 0.018: I I I I I I I I I 3 I I ----------------- ... !-- I I I I I = V .. 0,016 ----;----;----;----;--- '------------------T-C=C.,O-Min... 0.0141. ----'__-- ' 0.012 I I -- ' --. _ -_- r GN- 'I . • I 0.008 _____ I ! 0.006. I I I _I __ !_.._J 0.004 0 002� I I I I I I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I i 33 Appledore Lane_Postdevelopment Type III 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Pond 1 P: 2-1,000 Gallon Drywell w166" crushed stone surrounding Loamy Sand (rawls rate 2.41 in/hr) Inflow Area 2,496 sf, Inflow Depth = 2.77" for 2 yr event Inflow 0.17 cfs @ 12.09 hrs, Volume= 577 cf Outflow 0.03 cfs @ 11.70 hrs, Volume= 576 cf, Atten= 85%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.70 hrs, Volume= 576 cf Routing by Star-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 91.29' @ 12.57 hrs Surf.Area= 480 sf Storage= 174 cf Plug-Flow detention time= 41.2 min calculated for 576 cf(100% of inflow) Center-of-Mass det. time= 40.5 min ( 779.1 - 738.6 ) # Invert Avail.Stora e Storage Description 1 90.50' 553 cf 22.34'W x 21.50% x 3.50'H Prismatoid 1,681 cf Overall - 298 of Embedded = 1,383 cf x 40.0% Voids 2 91.00' 298 cf 5.67'W x 10.50'L x 2.50'H Prismatoid x 2 Inside#1 851 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003350 fpm Exfiltration over entire Surface area Qiscarded OutFlow Max=0,03 cfs @ 11.70 hrs HW=90.54` (Free Discharge) 'c-1=Exflltration (Exfiltration Controls 0.03 cfs) Pond 1 P: 2-1,000 Gallon Drywell wl 66" crushed stone surrounding Hydrograph -W �• -- r 7cs -, --- I-- --- E -iFm IIM Discarded 0.19 I I 0.1n: - -- I,nflpwArea=2,496-sf-- 0.17: r 1---A 0.16 :' --- ---�-- -- L---A-- --I----Peck-E1eV=91 2,9 -- I € € ' L ___L_ L___1-_,__.1.,. ..._,,.E.____L---1---- + r I I I I I E I I 0.14: ------ ---F---r--Storage=-l74- d-- 0,13m 0A2-' r I 3 - - --- O 0,09• + I 1 I 3 i t I I € 3 I I i- 0,06- + 1 ----,----I---. .._.3 _..,__..__.E._...,- --------j--- --- ..,...._ _ 0.07'= l I I I € • € I I 1 I I 3 I I I I 1 -.-� 0.05 0.04: 0.03 cfs - - 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) i 33 Appledore Lane_Postdevelopment Type l/I 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 12/28/2.021 Link 'IL: Total Offsite Inflow Area = 1,613 sf, Inflow Depth = 0.79" for 2 yr event Inflow = 0.03 cfs @ 12.10 hrs, Volume= 107 cf Primary - 0.03 cfs @ 12.10 hrs, Volume= 107 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span 5.00-20.00 hrs, dt= 0A5 hrs Link 1 L: Total Offsite Hydrograph F 3 I i € I i I I I I D 038: I Primary 0.036 -; --;._._.__,_._.. ,_.....,_.,, 0.03 cfsnf1Qw;Aira ;'1�61-3-$f ---_I . r . r----l----I---- 0.032=' ---r---7----r---r----r----I- --- -------_r_-_r_--_----_I____r---- 0.03'- I I I I 0.028: I I I I I I 3 I 0.026i" I 0.024: I y 0.022- I � 0.018: O LL 0.016- I I I I I I I I I I I - 0.0144 0.012zI,_.._..-� I I I I I 3 I I I I I 1 0,01 r .. l._-- _ --I----L---S---- I ----If---t----L--- ----E----L---- 0.008 r I ! I I I I I I I I I 0.006- .' ----r---J----I----L--- S--- - --- ----I----r--- r O'004: ' 0,002 r 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type !ll 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 7 Hy_droCADO 7.00 sin 001433 ©1986-2003 Applied Microcomputer Systems 12/28/2021 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 'IS_P: Roof/Driveway Runoff Area=2,496 sf Runoff Depth=4.24° Tc=6.0 min CN=98 Runoff=0.26 cfs 881 of Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=1.81" Tc=6.0 min CN=71 Runoff=0.08 cfs 243 of Pond 1 P. 2-1,000 Gallon Drywell wl 66" crushed Peak E lev=91.83' Storago=315 of Inflow=0.26 cfs 881 of Outflow=0,03 cfs 880 of Link 1 L: Total Offsite Inflow=0.08 cfs 243 of Primary=0.08 cfs 243 of Total Runoff Area = 4,109 sf Runoff Volume = 1,125 cf Average Runoff Depth = 3.28" 33 Appledore Lane_Postdeveiopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 12/2812021 Subcatchment 'IS_P: Roof/Driveway Runoff - 0.26 cfs @ 12.09 hrs, Volume= 881 cf, Depth= 4.24" 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 Rainfal1=4.80" Area (sf) CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, From Pool/Patio Subcatchment 1 S_P: Roof/Driveway Hydrograph i I I t 1 0.28: t I 0 26 cfs t___J____L____l___..L...... _L.-..._-1----1————I——--1----I———— 0.26: s _Type-I 1-2 -hr! I0-iyr-- 0.247 r I I f h I i 1 1 ----F _ --_---- ------R#info11�4;8 "-. 0.22- 0.2- , I E I I 4 Runoff Area#;2,496 �sf Diu-6off I I I € I I I i _ -- __- --;__....;. .�..--II.----;----;-- � � --- - -- 1,-V-o�ume=�$81-,cf- r I I I I s i 0.14= ----r----1----♦----`k-...._.r-- -I`.._ 1......._...t._...---1----r--------T----i----' 0.12- ----}--- ---- --- - ;..... ;::, .. _E_._....... ---11----1 TC'-6a0 m'irtOA o.oa- 0.06` I I M. t I I 0.04` + I I I ----4 4---- ----+----.L...,_._, _...,_.f, ,r' ") --- -- l---- ----I----+--------_ 0.02 0- 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 i 33 Appledore Lane_Postdevelopment Type It/ 24-hr 90 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 9 H droCAD®7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 2S. Remaining Land Runoff = 0.08 cfs @ 12.10 hrs, Volume= 243 cf, Depth= 1.81" 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=4.80" Area sf CN Description 278 98 concrete 160 98 boulder wall 1,175 61 >75% Grass cover, Good HSG B 1,613 71 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Subcatchment 2S: Remaining Land Hydrograph - O.o9 l rtunaff �Ype- =hrs ' yr0.075 - 1 [ I 3 I 1 I I I € I l Rainfall-4:8 O 0,Q7^' ----'----1--_._L__.... -3 `- ---L---J----L---J-------------I r I I I 1 1 3 I I I '., 0.065- ;._-Runoff I Area=1€ ,613 €,Sf-- 0,06- 0.055 ----- -------- --------3-- RulnoffvQlurrie-243 cf__ 3 0.045. -- Runoff IDe th,1 .81 O - ----r---rt---- ----r----r---- -- --_T___ ...r... ...--r----I--- r---�----r---- • r I h I i E I � I k I I -Tq I• M 0.04: I ,I ____ __ _ __ ____ ____ • E t € I E I 0.03- - -- ----1----1----i----1- ----f --- i, 0.025 - -i..--- ' -.._._s._.. - ----2----1----'---- --- '---- -- - 0.021 I ---- ---- .. ......... .. .. -- - -- I 3 I I I I F f 3 I I E 1 I 0.015= 1-----�--- 1-------- ----E----�- -,- ----3--'--,A. ..,-.. 0.005i 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type 11124-hr 10 yr Rainfa1h4.80" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s1n 001433 01986-2003 Applied Microcomputer Systems 12/28/2021 Pond IP. 2-1,000 Gallon Drywell w166" crushed stone surrounding Loamy Sand (rawls rate 2.41 inlhr) Inflow Area = 2,496 sf, Inflow Depth = 4.24" for 10 yr event Inflow - 0.26 cfs @ 12.09 hrs, Volume= 881 cf Outflow = 0.03 cfs @ 11.45 hrs, Volume= 880 cf, Atten= 90%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.45 hrs, Volume= 880 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 91.83' @ 12.83 hrs Surf.Area= 480 sf Storage= 315 cf Plug-Flow detention time= 85.0 min calculated for 877 cf(100% of inflow) Center-of-Mass det. time= 84.1 min (819.4 - 735.4 ) # Invert Avall.Stora a Storage Description 1 90.50' 553 cf 22.34'W x 21.50'L x 3.50'H Prismatoid 1,681 of Overall -298 cf Embedded = 1,383 cf x 40.0% Voids 2 91.00, 298 cf 5.67'W x 10.50'L x 2.50'H Prismatoid x 2 Inside#1 851 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0A0' 0.003350 fpm Exfiltration over entire Surface area 4iscarded OutFlow Max=0.03 cfs @ 11.45 hrs HW=90.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond '1 P: 2-1,000 Gallon Drywell w166" crushed stone surrounding Hydrograph I I 1 1 I I____I____I----i--- I I 1 I I I I I I I I u I� i I1 fl O W - -a - ---- -- 0.26efS - ---�--- ----I----�--- ---�---- MDiscarded 0.26 I rf _� a '2,: I I I I I I -�nf1' - 7f'f'I - �~I T4Q6-sf-- V1 o.z `1 0.24_" Peek le' 9,1-=S3' - 0.22;" Storagq r-3 -5-_0 0.2- ' I I I I 1 ] E I 3 I { I 1 I I l I 1 3 E I I I I eq , J.-- --...A- --'_I.._f-I----L---1-- ---'----�---�----'----I----�---1---- F�, 0.16:- O 0.14` 0.12- I r I 1 I ! I I I 3 E I I I I I ( I I I I 1 3 ! I I 3 I I 1 I V I I I I I I 3 I ---;--------,-- ----0 03 cfs - ---- ------,---;--- 0.04: --- -- 0.02 0� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E 33 Appledore Lane Postdevelopment Type/1/ 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Link 1 L: Total Offsite Inflow Area = 1,613 sf, Inflow Depth = 1.81" for 10 yr event Inflow = 0.08 cfs @ 12.10 hrs, Volume= 243 of Primary - 0.08 cfs @ 12.10 hrs, Volume= 243 of, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydrograph € € € € € € r € € InOW 0.09 n pp 0 Primary 0.00cfs -r- -- -r 0.085_ nflbw lrea 0.06 .'f, .._...-r- --r----r---r--.....I..,..,.-"r` T--- -----_.... ............i.. .. ....I-----Ir 0.075'. € € • 0.07 = 0,065: 0.06:' -———r—`-7——--E----r_... O.055 r —3 0.05.'• 3 0.045: E i O •r —.—... ..�._._`4———`I' ——4_—..`E——...—,r....,..-- i ————i————I— LL 0.04= I I I € € .' ,� ——--r--- ----E---- ———., ..._'1 --4----I----I—_.—— .�. `I—---}---- 0.035 € 0 03 I I E I F I I 1 I E ! 0.025 € E 0.02" € r a € € € E € I 0.015; E 0.01 0,005: • 0- 5 fi 7 ti 8 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type Ht 24-hr 25 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 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 1 S_P: Roof/Driveway Runoff Area=2,496 sf Runoff Depth=5.33" Tc=6A min CN=98 Runoff=0.33 cfs 1,108 of Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=2.69" Tc=6.0 min CN=71 Runoff=0.12 cfs 361 cf Pond 1P: 2-1,000 Gallon Drywell wl 66" crushe Peak Elev=92.28' Storage=434 cf Inflow=0.33 cfs 1,108 of outflow=0.03 cfs 1,087 cf Link 1 L: Total Offsite Inflow=0.12 cfs 361 cf Primary=0.12 cfs 361 cf Total Runoff Area =4,109 sf Runoff Volume = 1,470 cf Average Runoff Depth = 4.29" E I I 33 Appledore Lane_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00° Prepared by Sullivan Engineering Group, LLC Page 13 H droCADO 7.00 sin 001433 @) 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1S�P: Roof/Driveway Runoff - 0.33 cfs @ 12.09 hrs, Volume= 1,108 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area sf CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (fleet) (ftlft ftlsec)--- (cfs) 6.0 Direct Entry, From om Pool/Patio Subcatchment 1S_P: Roof/Driveway Hydrocgraph 0,34' I I I I 0.33 cfs I I I I I I r---------r-_ - -I.._.."-. r----I----r----r - , ---I---- 0.32 0.3: 1n f I � Ia l . � a-11-6• '.. . F --- Run off-Artea=2 496�sf • r' I I I I I I I I I I I �I - ---i---- u 0,22 Runoff;Vol = , 6 c----I---- --- --1-------- {, 0,2 I I k I 1 I u �_ . e f 3 - : ' I I I I I i a" T Min LL 0.16 ----r---� ,_. .,... .. -- ----r---7-- ---r----r---r- - rt----Iin TO 0'iq_ I I I I I I I I I i f 1 L--- ----E - . .., . ..-- ---�-- ----I----}----I-- N=98- 'I 0.12: ----L--- -- 1.- ... A----r---�- -- ----I----*-- ----I---- ' I I I I I I I I I I I E k 0.1 J____L_ 0.06- L---J----L--_J_- - � I I I k I E I I I I I I 3 I i ,� 0.04. ----'-----'---.. ........... ---- _ 0.02 0 5 fi 7 II 9 10 11 12 13 14 15 16 17 M 19 20 rime (hours) 33 Appledore Lane�Postdevelopment Type I1124-hr25 yr Rainfall=6.00" E Prepared by Sullivan ngineering Group, LLC Page 14 HydroCAD®7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 2S: Remaining Land Runoff - 0.12 cfs @ 12.09 hrs, Volume= 361 cf, Depth= 2.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area sf CN Description 278 98 concrete 160 98 boulder wall 1,175 61 >75% Grass cover, Good HSG B 1,613 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Remaining Land Hydrograph - . .._.- --r----'I----r---y----r---�----r---y---._ ,._...__I__.._r----r---t----I---- pRUnOff 0.13- r I I I I I I 0,12 cfs --- .. ;T e l�l 2 -hr;25 ; r 0,12; Y.�.� � .�_- --I- - I 0.11- ----I---- ----I- I---- --I-- -- I_ ROinfall�6.00, I � I I I I I I T,. I I I I I I ----;---;----;---;----L---;-- ;-RUn-offArrea;:I.613-,Sf- 0.09- I I I I --- } -- - - E - unoff;Vo1umle= 6'1 ;cf • -r---�- -F- -1 k... ..I.,.., -y-- -r- t -I-- - - -I--- T -I-- v I I 3 0.07- ' ----r--- ----r---,----r - -,---Rurioff-Qep#h�2�69"_. Ef E 0.06� I I I I I I I I--- ---I-- m'in 0.05� ' - - �• I I I I I I I • I t { I I I � I I I I I I U I I I I l{i _J____L____I____L____I____i____I____ 0.02• . I E I i I 7 I '�` , I I I I I ----1---- .5 0- . ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 15 H droCADO 7.00 sin 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Pond 'I P: 2-1,000 Gallon Drywell w166" crushed stone surrounding Loamy Sand (ravels rate 2.41 inlhr) j i Inflow Area = 2,496 sf, Inflow Depth = 5.33" for 25 yr event Inflow - 0.33 cfs @ 12.09 hrs, Volume= 1,108 of Outflow = 0.03 cfs @ 11.25 hrs, Volume= 1,087 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.03 cfs @ 11,25 hrs, Volume= 1,087 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.28` @ 13.05 hrs Surf.Area= 480 sf Storage= 434 cf Plug-Flow detention time= 126.6 min calculated for 1,083 cf(98% of inflow) Center-of-Mass det. time 117.6 min { 851.8 - 734.2 ) # Invert Avail.Stera e Storage Description 1 90.50, 553 cf 22.34'W x 21.50'L x 3.50'H Prismatold 1,681 cf Overall - 298 cf Embedded = 1,383 cf x 40.0% Voids 2 91.00` 298 cf 5.67'W x 10.50'L x 2.50'H Prismatoid x 2 Inside#1 851 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003350 fpm Exfiltration over entire Surface area Piscarded OutFlow Max=0.03 cfs @ 11.25 hrs HW=90.54' (Free Discharge) 1=Exf1ltration (Exfiltration Controls 0.03 cfs) Pond 1 P. 2-1,000 Gallon Drywell w166" crushed stone surrounding Hydrograph € r I 3 I I WowI 0.33 cfs discarded 0.36: rr [ 1 I I I I I I I -- i --- I -.IE. 0.34 -1 ; . . -; - --E- -- I'nflow,,Area=2,496..sf-- 0,32 : , - I ,....---I----r----r----I-- ---r--. _ � - - e - =Vram - ..0.28 - - - - - - -- - ------ - o.2s r -----1-- -- - S#orage=484 cf-- r- r---7----r-. 0.24 I 1 I I I I 1 I I 0.22 0.2: I f f 3 I f I I I 1 I 0.18' I I I 1 ! I I I 3 I LL 0.16: 1 I I 1 k I k 3 I 0,013" 0.0& 0.04_ 0.03 cfs 0.02- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 33 Appledore Lane_Postdevelopment Type Ili 24-hr 25 yr Rainfa11=6.00" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCADO 7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 12/2812021 Link 1 L; Total Offsite Inflow Area = 1,613 sf, Inflow Depth = 2.69" for 25 yr event Inflow = 0,12 cfs @ 12.09 hrs, Volume= 361 cf Primary - 0.12 cfs @ 12.09 hrs, Volume= 361 cf, Men= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00•-20.00 hrs, dt= 0.05 hrs Link 1 L; Total Offsite Hydrograph I I I I I I I I I E I I I I I I I I i ___r- ----r--- --- ---- --- -- - ._,.-.........I-..., .-.r..._._..,. MMOW I 1 I I E € I I € [7 Primary 1----€----L ----r----I----r---L-,_,----'---- 0. 2 S �nfl'ow Ar' a= . 6' 3 sf I I I 1 t I I I E I I I I Q•#1 1 1 1 # I I I E I I I I I 0.1- 1..- ---I----1 1 s r I r---�----I._........L...,., ...I._�...._.L...... I 1 I I j I I I E I I I I ram` ____ ____1____I____ � 0.09: , 0.08 I I lL 0.06 ' • r 1 I I I I I I € I E I • f ____1____€_____._._._..A..........�.....-...L, ----L--------L___ 0.04 --- --- - _........ ... .... ......... --I----r--- -------- --- ----I---- I E € I € € I I r I Q.03- 0,02- I 0'01 Q � 5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 17 H droCAD®7.00 sin 001433 0 1986-2003 Applied Microcomputer Systems 12f2812021 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 Star-Ind method Subcatchment 1S�P: Roof/Driveway Runoff Area=2,496 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.47 cfs 1,599 of Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=4.77" Tc=6.0 min CN=71 Runoff=0,22 cfs 642 cf Pond 'IP: 2-1,000 Gallon Drywell w166 crushe Weak Elev=93.41' Storage=731 cf Inflow=0.47 cfs 1,599 cf Outflow=0.03 cfs 1,182 cf Link 1 L: Total Offsite In#low=0.22 cfs 642 cf Primary=0.22 cfs 642 of Total Runoff Area = 4,109 sf Runoff Volume - 2,241 cf Average Runoff Depth = 6.54" 33 Appledore Lane_Postclevelopment Type III 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 9 S_P: Roof/Driveway Runoff 0.47 cfs @ 12.09 hrs, Volume= 1,599 of, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area sf CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, From Pool/Patio Subcatchment IS�P: Roof/Driveway Hydrograph I , t I I I 0.52', - ----r---y---- ---- ----r-_......i..,... ...+.----.y..___r--------r----I__'"-t__�.�.1..._.- iRtlnOff 1____ I I __ 4 ____I____. 0.47cfs -3 �-__�I_�.... _...---,-- , I = I 0.4fi; ..........:.. -I ---;---------;--- -_ _ , -T e- �-#-Z41-hr-1-00.,_y.r.. 0.44= ----r---�---- --- i --r- ----,----r--------r----1.... ...7._---1-- - 0.42� --- ---- ----I--- ;. ---- --. - --- -- I ; ---F l I r�qf -Alr eorF2,496;-sf- 0.36 --r---�----r--- ----r_--._1...... - -- 0.34 L--- ----L _ ---�-- --� �__ �_.... L..__ -- 0.32 _ unoff_;Volume=1,i5W-cf= - __E__-- Rulnoff-Depth-7 69 -- - ---I--- ----f--------'--.�. 3 0.26 ----r---y---..,.........-----r------ -- ----r__. .i - -.I.--------+----i---- I 1 I I 'e E I f I Tb 6 E U ° 024= ---------- ------ -------- --- - ' - -l�-in - I 1 I I E I i I 0.22� � ----r---y---..,.,..__.--I----I----�-- --�----r--_.1...-...,...r----I-- --*----�--R-- 0.18- 0.16- ----�----�.._..... I I I 1 _`-._.I_._......A----I---- '---- I---- 1 E I I I 1 E I I E I E 0.14 _-,----r--- ----r-- y ----r ----I----r----1----s-- .._.I,-.._._ 0.12- I I I I i E I 0.1= ----L--- I- 0.08- --- O.W J---...I -J J----�- I- _ I-- 1--0.022 r 0' 5 6 7 $ 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type/1/ 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 19 M droGAQ®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 2S: Remaining Land Runoff - 0.22 cfs @ 12.09 hrs, Volume= 642 cf, Depth= 4.77" 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=8.60" Area sf CN Description 278 98 concrete 160 98 boulder wall 1,175 61 >75% Grass cover, Good HSG B 1,613 71 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Subcatchment 2S: Remaining Land Hydrograph ____ ____!_ r I I 1 ! I 1 I I I 0.2 -' r- 0,23 ;. ---- --;----,--- 0.22 cfs -I'---- ,--- .... --------I--._._ 0.22- -;---;----;-__..,----I--- I-- _Ty-p�-11IE�4-4�r'��b-yr- 0,21: ` ------- --- ---- , I I I I -I .. 1 0,2: L---J ___I____L____I___ __I----1I.,.. ., f.._.. 1____1____E___._. -= ----I- I =------- -'- ROinf �Q s i 0:17 F-- ---€---- - -- - --;- Runoff-A>rea 1,61-31sf --I____0.141 -- ' __ ______ = r I [ 1 1 ! - Ruf ; offi Vo�ur�nie=$42cf= 3° 00..11z1- ,. ---- -----Runoff Q1e-p th: 4 T 1 I ". . : -r----I -l- -- - I--- 0.1 y —.T——c—r=-6--,Ot--m--ri n_.-.- 0.09 ----r--------r--- . -- ---- 0.0II ,.. j 0.07 ----- --- -L---�-- J ---I----!. -- ul.r r -1 — .., I I 0.04 --r---y----I I € ;.�, I I I I I I � �� ----r_.. .. .I- r---y- ...f. �--i-`--r---- 0.03: I I i I I f ! I I -- -----------_ __ _ 1 o.oz: ---- --- -- �---- -- -- -------- --I--- 0.01. .. o- 5 6 7 8 9 10 11 12 13 U 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 20 H droCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Pond 'I P: 2-1,000 Gallon DrywelI w/ 66" crushed stone surrounding Loamy Sand (yawls rate 2.41 in/hr) Inflow Area = 2,496 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.47 cfs @ 12.09 hrs, Volume= 1,599 of Outflow - 0.03 cfs @ 10.40 hrs, Volume= 1,182 of, Atten= 94%, Lag= 0.0 min Discarded = 0.03 cfs @ 10.40 hrs, Volume= 1,182 of Routing by Stor-Intl method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 93.41' @ 13.88 hrs Surf.Area= 480 sf Storage= 731 of Plug-Flow detention time= 156.3 min calculated for 1,182 cf(74% of inflow) Center-of-Mass det. time= 92.2 min ( 825.1 - 732.8 ) # Invert Avail.Stora e Stara e Description 1 90.50, 553 of 22.34'W x 21.50'L-x 3.50'H Prismatoid 1,681 of Overall - 298 of Embedded = 1,383 of x 40.0% Voids 2 91.00, 298 of 5.67'W x 10.501 x 2.50'H Prismatoid x 2 Inside#1 851 of Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003350 fpm Exfiitration over entire Surface area Qiscarded OutFlow Max=0A3 cfs. @ 10.40 hrs HW=90.54' (Free Discharge) "F-1=Exflltration (Exfiltration Controls 0.03 cfs) Pond 1 P: 2-1,000 Gallon Drywell wI 66" crushed stone surrounding Hydrograph ! I ! I E I I I I 1 I 1 4 I I A r --- --- ----r-....r._.,._..E......,...1..---I_---r---T---- ®Inflow I 1 I I i ! ! E I i C r I I 3 I E 0.47 � I I 1 I 3 I ®D�SCaTd�d I ! E 1 I,nflow Aroa-�Z_,49.6_ f,...... I I ( , E I I 0.45- r I { I E I 1 r', ----,---,----,I----3 - - -- ---,---Pe0k-El eILi 934117�-- r E Storage=731_ f-- • r I I E I 1 I I 3 I I I l I I I I ! 1 I I 1 I I I E I r I I ! ! I I I 1 I I I k I 013, I I ! ! I I 1 i I I 3 E I r rr I I I I I k 1 E I I 3 € I 0.2' I I I 4 I f I E I I 1 € I I I I t I i 1 E I 3 E I rr I I I 3 I 1 1 E I I 1 E I 0.15 ----+---{---_I-_..-.., 1 I 1 { I I I E I 1 1 1 I f r 1 ! I { I I I ! I 1 E ! I r I I 0.05" 0.03 cfs rr 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i i I 33 Appledore Lane_Postdevelopment Type /1124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, L.L.0 Page 21 N droCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/28/2021 Link 1L: Total Offsite Inflow Area = 1,613 sf, Inflow Depth = 4.77" for 100 yr event Inflow = 0.22 cfs @ 12.09 hrs, Volume 642 of Primary _ 0.22 cfs @ 12.09 hrs, Volume= 642 of, Atten= 0%, I_ag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Total Offsite Hydrograph � i I _ -- m Iniaw 0.24� -_1———_ J �Prima ry 0.23= 0.22 cfs 022r owAa= . ` 0.217 0.27 r r r I I I E I I I I 1 I 3 OA8 _______.._-... ——————————————— ____ ___ ____ _....,.. r , I I I E I If E I I t I i I OA7i ' _ ... t.........- -,————I————i————I————�- ..,.,....I....——4——— ————I———— +——— • r' 1 I I I I I ! I 1_ I I I 0.15: -——— — ° `f ____ ____I____E__ I ---I ---I-_- f I I E I -I r E � j I I I I E I 1 3 0.12=_ :'. --------r__ y..-------r ---,----r._._....i..,_.. , - -r--- ----i--- r �y0.11 r r I I 1 f E I I rr 0.08c ---r_,....'-1———-E—--- ----1----t _.,.L_... `t ---y----r---r--- ----r_-.,. I ! E I I 0,06 e I I I I I r• r I E E I I I I � I I I I 0.05 : r r I I E I I I I I I I I -----............ .. ---------- -- '--------l I I ! I I —I— ..L �-------- --- 0.03 I I 0.02 0.01i J , Q r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 T6me (!lours) 33 Appledore Lane_Postdevelopment Type Ili 24-hr HALF INCH RAIN Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCAD®7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems _12/28/2021 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 'I S_P: Roof/Driveway Runoff Area=2,496 sf Runoff Depth=0.30" Tc=6.0 min CN=98 Runoff=0.02 cfs 62 of Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=0.00" Tc=6.0 min CN=71 Runoff=0.00 cfs 0 of Pond 1 P: 2-1,000 Gallon Drywell w166" crusher[ sto Peak Elev=90.52' Storage=4 of Inflow=0.02 cfs 62 of Outflow=0.02 cfs 62 of Link 1 L: Total Offsite Inflow=0.00 cfs 0 of Primary=0.00 cfs 0 cf Total Runoff Area = 4,109 sf Runoff Volume = 62 cf Average Runoff Depth = 0.18" 1 33 Appiedore Lane_Postdevelopment Type 11124-hr HALF INCH RAIN Rainfall=0.50 „ I Prepared by Sullivan Engineering Group, LLC Page 23 H droCADO 7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 12/28/2021 Subcatchment 1 S_P: Roof/Driveway Runoff 0.02 cfs @ 12.09 hrs, Volume= 62 cf, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type III 24-hr HALF INCH RAIN Rainfall=0.50" Area sf CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, From Pool/Patio Subcatchment 1 S_P: Roof/Driveway Hydrograph __ 0.023: 0.022' --- -- --;--- ---rOO2cfs -;--------;-- r--- -------- 0.021 f --- Type Ill24=hr�HALI�-INCHRAIN- r I I I I t I I I 011 0.019-1 ' Rainfall--O . 0.018- 1 -'- L---J - - Runoff P�rea 2 49 _sf • r I I I I I I I I '� o.a16= ', _ I I ---T____;-.......-,Run'off Volurr�e=62 of f ___E,___�____�___i____I_,.,..._.T__ 0.015: -._... 1 .. _L 1_ __ ---L___J____L ,.,..1 n__/^�__L___J---_L�.[.�-....,. ! I I , 1 I I ! RQnoff'l�epth-0.3W'_ N 0.013- f. ----€-,- E ..._I I --- ----,---- -- --------- cw6.0-min 0,012'' __I----J--- l___,_,t..___J____1__ __.-i._.,..._I" L____I____L .. ..J.____L 0 0.011 --+---- -CN 98.` - --------- 0.01 ..,.. ... ---I -------- ,.. I --- I____1___ .. J f I E 1 0.007= 0.006: f,----'-___-_._......I---- '-----'---- - ` '---------'-----I--_-t.._---'----�--- � 0.005'.' ---r--- i I I I I I I I I k I I I ---'---- I f 3 I I 1 I I I I 1 1 I 0.002. 0001- , r w.� 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type 11124-hr HALF INCH RAIN Rainfal1=0.50" Prepared by Sullivan Engineering Group, LLC Page 24 H droCADO 7.00 sln 001433 Oo 1986-2003 Applied Microcorn uter Systems 12/28/2021 Subcatchment 2S: Remaining Land Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr HALF INCH RAIN Rainfall=0.50" Area sf CN Description 278 98 concrete 160 98 boulder wall 1,175 61 >75% Grass cover, Good HSG B 1,613 71 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, Subcatchment 2S: Remaining Land Hydrograph I I I I I I I I I I [ I I 1 �i�i1f10f{ I I 1 I I I 1 I I I f I I I I I I I I I I 1 I I I 4 I 1 Type III 24-hrkHALIIF INCH RAIN I I I I I I I I k R.ainf�11=0.15011 I I I I I I I i I I I I 1 I I I I I t € E 1 1 I I I I I I Runoff Area=I1,61' sf I E I I 3 I I I I 1 i I I E I I i I I I 4 1 ! I € I I { I I I I RdnoffVol me^ cf I ! I I { I I I t I E E I t Runoff,Depth=0:00" I I I I I I I I E 1 E ! /+I 'Min V I ! I I I I E 1 E ! TG 6.0 —mil[ 3 I I CN71 1^I LL I I I 1 1 t I 1 € I I I I 1 I I I 1 I I 1 E I I ! I I 7 I I I 1 I I I i I i 1 I I 3 I E I I I I 1 I I I I I I i I E I 1 I I 1 I I I I I I 7 I E I 1 € I 1 I I I I I I 7 ( I I 1 I 1 I I I I I I I ( I E I I E I I I I I 1 1 ( I ! I I 1 I I { I I 1 3 ( I I I I I I I k I I I 3 I I I I I I I I I E I I I I I I I I 1 I I I ! I I I i I I I I 1 I I I E I I 1 3 I I I I I 1 I I I i i 0.00 cfs . . . . . . . . . . 5 6 7 a 9 io I Q 13 14 15 16 17 16 6 20 Time (hours) E I i i i 33 Appledore Lane_Postdevelopment Type I1124-hr HALF INCH RAIN Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 25 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcom uter S stems 12/28/2021 Pond 1 P: 2-1,000 Gallon Dryweil wl 66" crushed stone surrounding Loamy Sand (yawls rate 2.41 inlhr) Inflow Area = 2,496 sf, Inflow Depth 0.30" for HALF INCH RAIN event Inflow - 0.02 cfs @ 12.09 hrs, Volume= 62 cf Outflow = 0.02 cfs @ 12.15 hrs, Volume= 62 cf, Atten= 15%, Lague 3.3 min Discarded = 0.02 cfs @ 12.15 hrs, Volume= 62 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 90.52' @ 12.15 hrs Surf.Area= 480 sf Storage=4 cf Plug-Flow detention time= 4.2 min calculated for 62 cf (100% of inflow) Center-of-Mass det. time= 3.6 min ( 783.6 - 780.0 ) # Invert Avaii.Stora e Storage Description 1 90.50, 553 cf 22.34'W x 21.50'L x 3.50'H Prismatoid 1,681 cf Overall - 298 of Embedded = 1,383 cf x 40.0% Voids 2 91.00, 298 cf 5.67'W x 10.501 x 2.50'H Prismatoid x 2 Inside #1 851 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003350 fpm Exfiltration over entire Surface area Qiscarded Outflow Max=0.03 cfs @ 12.15 hrs HW=90.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Pond 1 P: 2-1,000 Gallon Drywell w/ 66" crushed stone surrounding Hydrograph I I 1 I I I 1 -I----r---r' .7..,II--------IIE1 " I®inflow0.023.' 0.02cf5 ®Discarde d 0.022 0,021 nflo:w;Ar�a�2yA;9:6=sf 0.019 0 k-Eei =J0.52 -- ----- ...-II-- -I0.rt18 � --- - 0.017. M .4ora o.M --- 0.015. -,.._L---i._... 0.012 -y----I---..-r---r---..r_--�----.-L---- 0.013: a 0.01. ---- r 0.00nn9n= 0.000 C', ' I I i 1 1 I I 1 I E I • , ,' I I E I f f I I I I I I 0.004: 0.003:. 0,002 IS 0.001= WINE 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Thne (hours) i 33 Appledore Lane_Postdevelopment Type I1124-hr HALF INCH RAIN Rainfall=0,50" Prepared by Sullivan Engineering Group, LLC Page 26 H droCADO 7.00 On 001433 01986-2003 Applied Microcom uter Systems 12/28/2021 Link 1L: Total Offsite Inflow Area = 1,613 sf, Inflow Depth = 0.00" for HALF INCH RAIN event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary - 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 6.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydrograph 3 i i 1 i 1 3 I I 1 I I I 1 i I I I l n 1 3 1 I 1 I I I [ I I 19Inflow Ej Prima 1 1 I I E I I I I I I `' i fnflow ;Arch=1 ,613 sf I f I I 1 I I 1 I € I 3 I I I € I I I I I I I € I I I E I E € I I I I I I E I 3 I E I € I I I I I I I E I 1 I I I I I I I I I I I I 3 ! I I I I I ! I I I I I I k 3 I I I I 1 I 1 I I I 1 I E t I I N I I 1 I I I 1 I I I E I I I 3 4 I I 1 I I I 1 t I ! [ I I € f 1 I I I 1 I I I 1 I .p I I t I I I I I I I I E I I E I S I I I I I I I I I I I I I t I I I I I I I I I I I I E I I I I I I I I E I I I I E I I 1 I I I I I I I I E I ! 4 I I ! 4 I I I I I I I I I E I I 3 E I 1 I I I I 1 I I E I t I I I E I I I I I ! I I 1 I I I I I I I I 3 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Tfine (hours) i 1 i ,Sullivan Engineering Group, LLC l Civil Engineers Land Development Consultants December 8,2021 i Town of North Andover Planning Dept, 120 North Main Street North Andover, MA 01845 Re: 33 Appledore Lane, North Andover Watershed Special Permit— Pool/patio/shed Planning Dept; This letter is intended to address/answer comments from the peer review by the Horsley Witten (HW) Group in a letter prepared by their office dated November 1, 2021. The review letter focused on the stormwater management report and Site Plan in compliance with the Massachusetts Stormwater Handbook. Responses below are to outstanding issues raised in the November 1, 2021 letter. Overall, the plan was revised to collect stormwater runoff from all new impervious areas by relocating the trench drain to a lower elevation on the driveway expansion.&the drywell sizing was increased to account for the additional impervious area. Standard l: The proposed trench drain was relocated to collect the entire driveway expansion. All new impervious surfaces are collected by the proposed stormwater collection system. The proposed driveway expansion has a slope of 1.4%...this is noted on the design plan. P Standard 2: Stormwater management systems shall be designed so that post developmentpeak discharge rates do not exceed pre development peak discharge rates. The subwatershed area for this project was evaluated for the predevelopment vs. postdevelopment scenario. The sub-watershed areas are shown on both tho Attaohcd Predevelopniont and Postdevelopment drainage plans. The subcatchment is mapped,time of concentration shown, and land uses within each subcatchment shown. HydroCAD calculations were performed for the 2, 10, 25, and 100 year storm event and the rainfall amounts used were based on the NRCC Atlas of Precipation Extremes for the Northeastern United States, PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksull53@comcast.net The following are the results for the sub-watershed area, Design Point 1 Predevelopment(cfs) Volume(cf) Postdevelopment(cfs) Volume (cf) Storm Event 2 Year 0.13 379 0.05 149 10 Year 0.29 849 0.12 334 25 Year 0.34 973 0.14 382 100 Year 0.58 1,697 0.23 666 The proposed drywell had the stone surrounding increased to 60 inches and this is noted on the plan and construction detail. The redesign of the trench grate and addition of a deep sump drain manhole for TSS removal has eliminated the previous 45 degree drain line bend. The H-20 rated drywells have 2 feet of cover over the tanks which is sufficient for this rating. Standard 3; The drawdown calculation for drywell is: Peak water elevation: 93.43' (100 yr storm) Bottom of drywell: 9 1.00 Difference is 2.43' or 29".....using 2.41 hVhr for recharge rate (conservative)...the total drawdown time is 12.03 hours <72 his (meets standard) Groundwater Recharge For B soils require a volume to recharge of 0.35 inches Total impervious area: 2,496 s,f. Total site volume required to be recharged 2496 s.f. x 1'/12 x 0.35 —72 cf Site volume recharge provided: 1,080 of(100 year storm)>72 of (meets standard) PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comeast.net 1 Standard 4: A TSS removal worksheet is attached which shows 85%TSS removal> 80% TSS removal required. Water Quality Volume calculations for 1" event. E Required volume: 2,496 s.f x 1"/12 = 208 of Provided volume: 791 of> 208 of(meets standard) Standard 8: - The limit of work line is marked on the plan, - A proposed soil stockpile area has been added to the plan - A detail for an erosion control blanket is provided for slopes 3:1 or greater. Erosion and Sediment control narrative: The owner has shown erosion control to be established in the work area and construction access points. A construction detail has been added to the plan to provide the contractor guidance for installation. A proposed soil stockpile area is shown,but most likely will not be needed since excavated soil for the addition will be trucked directly from the site, All disturbed areas shall be stabilized as quickly as possible with grass seed. In the event that the site is disturbed over winter months there straw mulch shall be spread over the disturbed areas until the growing season returns. Erosion control shall be inspected weekly by the contractor and homeowner to make sure it is functioning properly. In the event silt buildup is high on the barrier it shall be removed. Erosion control shall be replaced if any signs of failure are noted. A drainage Operation and Maintenance Plan under separate cover will be provided as requested. Very Truly ou-s, A AU ill `,�•'+4 John ack) ullivan III, PE T CIVIL Attachments: rO9p ' 'c1s - TSS Removal Worksheet Predevelopment Drainage Plan w/subcatchments shown - Predevelopment HydroCAD analysis Postdevelopment Drainage Plan w/subcatchrnents shown - Postdevelopment HydroCAD analysis Cc: Sean Delaney, Owner i PO Box 2004 Woburn MA 01888 781 854-8b44 e-mail: 'acksu1153( } jacksuII53@comeast.net V INSTRUCTIONS: Version 1,Automated.Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: 33 Appledore B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75 N O O Dry well 0.80 0.75 0.60 0.15 E O Q0.00 0.15 0.00 0.15 ~ 0.00 0.15 0.00 0.15 v L) 0.00 0.15 0.00 0.15 Separate Form needs to he Completed for Each Total TSS Removal 85% outlet or BMP Train Project: 33 Appledore Prepared By: JD5 __ *Equals remaining load from previous BMP (E) Date: 11/7/2021 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 'I Mass.Dept.of Environmental Protection 1 PREDEVELOPMENT DRAINAGE SUBWATERSHED AREA LOT AREA 39,042 S,F.t Limit of Work Tim 202 S.F. OF CONC. PAI7O LO to Flo TO BE REMOVED ® (3% y g r e NEW ADDITION 1 942 9 4 9 1 P�ti%o 1 rn 96x6 1 ,.. 93x7 9 x6 1 I�g Qool 11 a5 a 1\ 1 Ex. s 0 'A 100 DiS' 95x4 9610 O BUF 96x6 �X, Go�G. 950 \ \94x2 82. SoseQ� 1 E 60 suK6 06� 96xt ` p 96x7 grl �X' � ` N Cidf�ge , 95x2 l ' CO CA O 96x7 d I 1 �pp 9441, 5 1 1'� St�Gtur� �o E-�04 0 s2xo 97x3 w�l<�aY \EX alt waY c 1' iy� 94xa 970 96 3 97x7 S5 I is) 1 1�7 ro"�.�- 1 L Total Offsite SUbcat Reach on j k .Drainage Diagram for 33 Appledore Lane�Predevelopment Prepared by Sullivan Engineering Group,LLC 12/8/2021 HydroCAD(�)7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems i 'I 33 App ledore Lane p _Prede�elo meet Type 1!! 24-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCADO 7.00 sln 001433 © 1985-2003 Applied Microcomputer Systems 12f812021 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: Runoff Area=4,109 sf Runoff Depth=1.11" Flow Length=111' Tc=5.1 min CN=77 Runoff=0.13 cfs 379 cf Link 'I L: Total Offsite Inflow=0.13 cfs 379 cf Primary=0.13 cfs 379 cf Total Runoff Area = 4,109 sf Runoff Volume = 379 cf Average Runoff Depth = 1.'11" i 33 Appledore Lane_Predevelopment Type lli 24-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 3 H droCA€ V 7.00 sln 001433 01986-2003 Applied Microcomputer Systems 1 21812 0 2 1 Subcatchment 1S: Runoff 0.13 cfs @ 12.09 hrs, Volume= 379 cf, Depth= 1.11" 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 480 98 conc 640 98 roof area 2,989 69 50-75% Grass cover, Fair HSG B 4,109 77 Weighted Average To Length Slope Velocity Capacity Description min feet ftlft) (ftlsec) (cfs 4.0 50 0.0480 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 61 0.0190 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.1 111 Total Subcatchment IS: Hydrograph I I I I I I E L---J----L___J----I----J----L----E----L----I----A----I_--- 0,14- 0.13 cfs -,----Y----l----t--------T-------- � f I E I I 0.13 -F---;----;----;----;-----;--- ;----;-T-ype,1l1-24-hrI 2-,yr-- 0.12- -- �d 4E 1 1 1 I I I I -:-Rol____l fa 11 3.1- ' 0.11' E 1: Runoff.Area;4.109 :sf _1 .._ E ._ _I ......E ...... ..I .. I I E I I I ----I ---Ru ; off;-Vo1u e=379-;cf- u Q.O� I , Runo -D O 0.07•: h II - I -- e�p 1 - 1 0.06 L- L_.Flow_ en'gth='1. -1.-- _ rfw • ----L---1----i --------L----I-- - 0.04- I 1 E I I I E 1 I L I • ----1_.--- -----1.....,.....!....... ..-I_._...._J... 1. `''.V.. L _ __ E.._ __,L_.. ....I_._._... I..._--I---- • 1 I I E I 1 I I I E i I I I 0.01"' 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 33 Appledore Lane Predevelopment Type 11124-hr 2 yr Rainfall=3.99" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12f8i2021 Link 1 L: Total Offsite Inflow Area = 4,109 sf, Inflow Depth = 1.11" for 2 yr event Inflow - 0.13 cfs @ 12.09 hrs, Volume= 379 cf Primary = 0.13 cfs @ 12.09 hrs, Volume= 379 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydrograph I 1 I 1 I I I 1 I I I I 1 € I I m infl.w I 1 1 I I I 1 I I I El 4.14i �= ' --r-- ,_-—`I . . ...i --I- I-- .. ,..1 - � -—I-- -r-- � -- r--- Primary I I I 1 I I I I I I 4,13: 0.13 cfs --_�-nfl,ow;Aria=4-1,09 -sf • I 1 I I I I �,,,, i I I I I I I 0.12, I I E 1 I s, 1 I I I € I I -- �' 3 I I ., I I I I ! I I I ! I I I I I E I ------------- Q•1� I I E I I I I I I I k I k I E I I I I 1 1 E I • I 0 0.07. --r---r--- I E I 1 I I I f I I I I 1 ... _. _ 1..---—E—---E---1----1----L ——-1—_ 1..,., ...._.-1—_—_I_---1—---J----I---- LL � I E ! I I I I E I I I I I — 0.05- I I I E t I I I I I I ! 0.044 0.03;0.02 I € I I I I 1 E I I I 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Predevelopment Type 1I124-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 5 H droCADV 7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 1218i2021 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: Runoff Area=4,109 sf Runoff Depth=2.48" Flow Length=111' Tc=5.1 min CN=77 Runoff=0.29 cfs 849 cf Link 1 L: Total Offsite Inflow=0.29 cfs 849 cf Primary=0.29 cfs 849 cf Total Runoff Area 4,109 sf Runoff Volume = 849 cf Average Runoff Depth = 2A8" ,I 33 Appledore Lane_Predevelopment Type 1!! 24-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 6 H oCAD®7.00 s/n 001433 O 1986-2003 Apelied Microcomputer Systems 12/8/2021 Subcatchment IS: Runoff = 0.29 cfs @ 12.08 hrs, Volume 849 of, Depth= 2.48" 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 sf CN Des cri (ion 480 98 conc 640 98 roof area 2,989 69 50-75% Grass cover, Fair HSG B 4,109 77 Weighted Average To Length Slope Velocity Capacity Description min) (feet ftift ft/sec cfs 4.0 50 0.0480 0.2 Sheet Flow, Grass; Short n= 0.150 P2= 3.10" 1.1 61 0.0190 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.1 111 Total Subcatchment 1S: Hydrograph i I 1 I I I t I I I 0.32; ---J---- ----' ---t 0//}} I .29 cfs 0.3, - ---1 --- , 3----;----I- Type-I11-24-hr 1.0_yr 0.28; ' � I E I 3 I I 0.26= --' Rinfal1=5.05"- - . . ' -3-- -'-- - -- -,._�_ i--- 7 -- , - , -- I - �""ICI-�- I 1 0.24: I 0.22 1, E R no A a4 1091 f _ 0.2. _ kunoff,-Vo1ume=849-;of- E.. .. --'I ---- ---- -E--- , - 3 0.16- I I Runoff Depth7'2-48" " I 0.14: ----;-----;---- --- ---,----;-F-[6W Len'gth11'i'- 0.12 { dI=5 11I m E in ---1----L l_ -L-- I - - - L • ___ Y 0.06 F- ...I ...... .. €..... .. .. ............€...,.........E... ... y_'ua ,---- ----I---- I I 1 0.04; r _ I____J____L___J____L___J_ __L_ ~s:*•:y v _.__._i____1_ ___I__ _ 0A2- 0 �ss4--rra-r� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane Predevelopment Type 11124-hr 10 yr Rainfal1=5.05" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 1 21812 0 2 1 Link 1 L: Total Offsite Inflow Area = 4,109 sf, Inflow Depth = 2.48" for 10 yr event Inflow = 0.29 cfs @ 12.08 hrs, Volume= 849 cf Primary — 0.29 cfs @ 12.08.hrs, Volume= 849 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, 10.05 hrs Link 1 L: Total Offsite Hydrograph I •' I I E I E I I I 1 I I �r Inflow Q,32- I I I 13 Primary 29 cfs 3 ----I,----I----1---- T---7 --1----,-----1-- ,---- 0.28i 0.26. 0.24; --- ___ ________ _ � 1 I E I I I x 0.22 0.2 : € 1 I I [ 1 I € 1 I I ! € O E E I E I I 1 I 7 I I I I LL 0.14 J I 0.127 0.1 L___ I E E I I I r ____I 0.Q6^ - - H;c• -E-- - - --E-- I I I E I 0.04- l-- 0.02. " 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 33 Appledore Lane_Predevelopment Type 11124-hr 25 yr Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 8 H droCAD®7.00 sln 001433 0 1986-2003 Applied Microcomputer Systems 1218I2021 i 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: Runoff Area=4,109 sf Runoff Depth=2.84" Flow Length"111' Tc=5.1 min CN=77 Runoff=0.34 cfs 973 cf =I Link IL: Total 4ffs1te Inflow=0.34 cfs 973 cf Primary=0.34 cfs 973 cf Total Runoff Area = 4,109 sf Runoff Volume - 973 cf Average Runoff Depth : 2,84" 33 Appledore Lane_Predevelopment Type Ill 24-hr 25 yr Rainfafl=5.50" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCAD®7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 1 21812 0 2 1 Subcatchment 1S. Runoff = 0.34 cfs @ 12.08 hrs, Volume= 973 cf, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.50" Area (sf) CN Description 480 98 conc 640 98 roof area 2,989 69 50-75% Grass cover, Fair HSG B 4,109 77 Weighted Average Tc Length Slope Velocity Capacity Description min _ (feet) (ftlft) (ftlsec - -(cfs) 4.0 50 0.0480 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 61 0.0190 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.1 Ill Total Subcatchment 1 S; Hydrograph 1 I ! I I 1 1 € I E E E I E - - -;---;----- --- ----------,------_- _ ._ L_.__.�.I._.... .. r-- --,---- , ----E---- Runoff F13 . 0.34We_____________________ �pi.].I E T V �. �..2. ... �h r 1 2-V-��-y■�1■■y� 0.32 I [ ./ 0.2&:' I 0.26 - --- --------y r_ ; - ; Runoff Awea"r-4,109-;sf- 0.24 0.22 ;. ....., --- ---- --- -- -- unoff;,.V_o U1tE-97.3..;Cf 1 I € 1 1 3 a.18- Runoff Depth=2.Kv � � I I I I 3 1 y�iE 1 I I I E 3 O -Leg9th:= ..1-1. __J----L----I----L----I --1- J---- • � I I I I I I �- 1 I I I I E 3. 0.12: I 1 -- --_ 1 I J'^._ ! _ I I 1"t ----------- -----!------ -- -- - .In-- I I I 1 I I 1 I I �E ' ---'----I ---I-----'- • a. - ------------------------- - - - - - - - i 0 0fi� I I I I ; F I r I I I I `":.�. 1 � 0.02 I I 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Tune (hours) i 33 Appledore Lane Predevelopment Type 11124-hr 25 yr Rainfal1=5.50" Prepared by Sullivan Engineering Group, LLC Page 10 H droCAD®7.00 s/n 001433 O 1986-2003 Applied Microcom uter S stems 12I8I2021 Link 1 L. Total Offsite Inflow Area = 4,109 sf, Inflow Depth = 2.84" for 25 yr event Inflow = 0.34 cfs @ 12.08 hrs, Volume= 973 cf Primary = 0.34 cfs L7a 12,08 hrs, Volume= 973 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L, Total Offsiite Hydrograph I I I 1 I I I I I € ! I 1 I E I € I --I -- Mow , - _- €----I ___ ! i I - I --I -� -_€ E 1 I ! 1 i Primary Q.36' ,' ... I 0.34 cfs - 1 of[owE Ar a04'109 sf , pp.. L---- __ L---J----1 ___ --_ ' --- '----'----J----€----L ----L---J----i----L---J--- --- 0.28 I 0.26r ' ---L------------J----€----L "' -------L---J- --1----1---J----'--- Q,24 rn 0,22' 0.16 0.14m ' Q 12 I Q 1 0.04 IR 0.02m 0- . . . . . . . N� i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (!lours) 33 Appledore Lane_Predevelopment Type Ill 24-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADO 7.00 s/n 001433 OO 1986-2003 Applied Microcomputer Systems 12/8/2021 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: Runoff Area=4,109 sf Runoff Depth=4.95° Flow Length=111' Tc=5.1 ruin CN=77 Runoff=0.58 cfs 1,697 of Link 1 L: Total Offsite Inflow=0.58 cfs 1,697 of Primary=0.58 cfs 1,697 of Total Runoff Area = 4,109 sf Runoff'Volume = 1,697 cf Average Runoff Depth =4.95" 33 Appledore Lane Predevelopment Type Ill 24-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 12 H droCAD®7,00 sln 001433 © 1986-2003 Applied Microcomputer Systems 1218/2021 Subcatchment IS: Runoff - 0.58 cfs @ 12.08 hrs, Volume= 1,697 cf, Depth= 4.95" 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 (sf) CN Description 480 98 conc 640 98 roof area 2,989 69 50-75% Grass cover, Fair HSG B 4,109 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftift ftlsec cfs 4.0 50 0.0480 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 61 0.0190 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.1 111 Total Subcatchment 'IS: Hydrograph I I --- _.!_.. .. ..,1.. . .. _!_ . ... - ----f---- ----I----T---- I---- ( Runoff i...- 0 58 CIS 0.8• I , : I ----�--- ----F---f---------•- I-- t ------ I�Type I1I-24 I-h-r1 100;Yr- 0.55• � I I I r I � i I 0.5� " II �----f---�----�----,-- --------�----I--- Rain-fal1'8.- I i 1 1 Via- i 4 I I i I -- , Runoff A e�t=k'�09:Sf 0.45- I I I t I I „r I I I I I I I 1 I --- ---; - --- -- - ,-- °-------- -------- ------ -------- 0.4 - -- -- -- - R f l r-- �— r i C - , unof ,VOI,Un7 `r1 ,,697 f - � � Rurr�oft De the-4. .5" 0 00.3; 3. _. _.... -...III � ....L. i. ... .... ..�. . .. .-.I. ---- -------- ----,---- ---,-- ---;---- --_'JoW_Lehgth=1 -1'_ 0.25 I I I I I I , I I 0.2` t ••• II 7 ©•��� I E I I I I I I I E i I I 3 I I I I 1 I I I I I s 0 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) 33 Appleclore Lane_Predevelopment Type 11124•hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 13 H droCA€7®7.00 s/n 001433 0 1986-2003 AP211ed Microcomputer Systems 12/812021 Link 1L: Total Offsite Inflow Area = 4,109 sf, Inflow Depth = 4.95" for 100 yr event Inflow 0.58 cfs @ 12.08 hrs, Volume= 1,697 cf Primary = 0.58 cfs @ 12.08 hrs, Volume= 1,697 cf, Atten 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydrograph I I 1 I I I I i I I I E I { I € ! Fig I I ! I I 1 € I 1 I I € infl7, 0.6- ___1____I____1____3____I_ _ Primary 0.58 cfs yw Inflow:A ea�4;'I109-s#- ! I I I I I I # I I I I 1 Q•�- I I I I I 1 1 3 I I 1 I ] I I I I I 1 I I E I I I 1 0.457 0.36 0 0.3- I . ! -`-- ----4----'---- ----l----I- -- -.1_,.. 1- .-...I......,..,L. -.... ----I----,---- � � I I I 1 1 ---- --------I- -- -------- V•Z- 0.1` . J----L--- I I I 1 { '� I I E 3 1 ON ! I 0.05 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I POSTDEVELOPMENT DRAINAGE PLAN TIME OF CONC , FLOUT PATH IN GREEN PROP. 2-- CONC. DR` LOT AREA RATED) W, 39,042 S,F,t STONE SUI Limit of Work 202 S.F. OF CONC. PATIO Lo to Prop. „ TO BE REMOVED ® UAMulch Sox 924 S.F OF ROOFED NEW ADDITION AREA TO BE COLLECTED `� 84x2 Use Eros[+ AND PIPED TO DRYWELL Blanket of SYSTEM. 9 4 3:1 or gri Prop. 6l%o 9 Soil 1 �—fs4 Prop, Cal G. P 1. Stockpil along dri C Area (95 as shown ssxs ! y�<Y �a��x Prop. Bou d Qao other ret( 9 x6 I ln9to,3n I1 1 � owner (nc Ex• 9 `0 wall < 4 a x4 P s6x/o o ots 85 BUF 96x6 �s. C p�C�Q• ��' 1 ��'.I4�� �r � Prop. Bit. a Driveway E: 82 en h (1,572 cue , � EX Sos��e ��� ���, .. new garagE 1 c ��ITS C3 96-" s6x� ��' dory � Y/++ slab �YOa�atle s CD CU flab y M Prop, Preca Woody Manhole w/ Story �� ; sump, gas tr+�ct��e rams/coves Fro foe fix. Go(X�, + 920 ��E-lD0,0 97x3 walkWdy SEX.gr�eway Prop. 970 Sri 96 t I Prop. 6" HPD Ggratc 97x7 ! jDrain.Pipe - Inv.= 2S 1S P Remainin Land RooVD iveway 1 1P L 2-1 000 Gallon Drywell Total Offsite wh 60" crushed stone surrounding 5ubcat Reach Otl Link Drainage Diagram for 33 Appledore Lane Postdevelopment Prepared by Sullivan Engineering Group, LLC 12/8/2021 HydroCAD@ 7.00 s/n 001433 01986-2003 Applied Microcomputer Systems i 3 33 Appledore Lane_Posfideve[o ment Type 24-hr 2 yr Rainfall=3.19 I Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.04 sln 001433 © 1986-2003 Applied Microcomputer Systems 12181202! Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points j Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S—P: RooflDriveway Runoff Aroa=2,496 sf Runoff Depth=2,76" Tc=6.0 min CN=98 Runoff=0.17 cfs 575 cf Subcatchment 28: Remaining Land Runoff Area=1,613 sf Runoff Depth=1.11" Flow Length=111' Tc=4.4 min CN=77 Runoff=0.05 cfs 149 cf Pond 1 P: 2-1,000 Gallon Drywell w160" crushed Peak Elev=91.38' Storage=181 of Inflow=0.17 cfs 575 cf Outflow=0.02 cfs 574 of Link 1 L: Total Offsite Inflow=0.05 cfs 149 of Primary=0.05 cfs 149 of Total Runoff Area = 4,109 sf Runoff Volume = 724 cf Average Runoff Depth = 2.11" 33 Appledore Lane Postdevelopment Type /it 24-hr 2 yr Rainfall=3.99" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 12/8/2021 Subcatchment 'IS—P. Roof/Driveway Runoff = 0.17 cfs @ 12.09 hrs, Volume= 575 cf, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2 yr Rainfall=3.19° Area (sf) CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft) (ftlsec) (cfs 6.0 Direct Entry, From Pool/Patio Subcatchment 1S_P; Roof/Driveway Hydrograph i I I 1 I I f I I I I 1 i I I 0.19: ----�---�----' ---�----�-- I I --11----�----I --- -----I --�----I Runoff r I 0.17 cfs o.1a- I ----I----'- I 1 3 I 1 .. 1 I I I I G 0.17- I I I I I I �a '�-T-ype llll- .4-h:r-2-ly--r-- 0.16: ! -- I ---I ---€ --I -I-- r - I--- ----€-- I -- I- I - -€ - : € - --- 0.15'. --- R infally3.1-9'--- 0.147 t I I I _ I I-- L"�""`--- I- :"Ir.---- - ---I- -� - €I - 0.13: no ea-- --S -- 0.12 - ---� ;--- ; 1_ ,.. .,..Runoff;Vo1ume=575.:cf.., 3-- Runoff Qepfh-2- 76"- - I € 1 1 • `i I I 1 ! 0.08- Tc�=6.0 -�[� -- F____1____F_ f I I 1 I 0.07 0.05- I 1 1 1 1 I 0.04= __ -- 1 -- I -- I - -- I - i - - - E -- I - - 0.03: Iul; ---- - ----- --- -------- --- 0.022 - --r--- I----F --1 - 0.01 a 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (fours) 1 33 Appledore Lane_Postdevelopment Type Ill 24-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 4 N droCAD®7.00 sln 001433 © 1986-2003 Applied M rOCom uter Systems 12/8/2021 i Subcatchment 2S: Remaining Land Runoff = 0.05 cfs @ 12.07 hrs, Volume= 149 cf, Depth= 1.1 T' 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 278 98 concrete 160 98 boulder wall 1,175 69 50-75% Grass cover, Fair HSG B 1,613 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 3.8 30 0A200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.6 81 0.0140 2.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.4 111 Total Subcatchment 2S: Remaining Land Hydrograph I 1 3 ! I ! f - , .. .. .. .,I_ .. .- _�----I----a ----I----�--- -�----�----f----�----E----5 ---�----�--- gRunoff I 1 € Q.QS CfS € 3 I I ! E ! 0,055 - -' ---I---- ----1---- € 1 € 3 I _ --- ---- -- V --- ----3-Type 11-24=h�r-2-1, T 0.05- I I f I , I I, 0.045- : ROMfall�3.1 "" .... 0,04- ; ; ; RtA noff Area=1,613'sf --------------------- 0,035- 3 kunoff;Volurme=l49 ;cf -- 3 Runbff De ,th= 1-.11, "" 0.03- T [] o ---- --E----a--------a- ° -- ----- - --- E---"-€ -- • I f I 1 1 1 1 1 � I I € I ; ._.-._...;..F L��rnr.. Len'.gth=..1111.1'.,.. - ----- 0.02 € _ _ f. E Tc1,=4.4-min n - j., I 7 - -I- I- -,- - - 0.005 I I I I I iL ✓J�a 0- 5 fi 7 a 9 10 11 12 13 14 15 16 17 1a 19 20 Thne (hours) 33 Appledore Lane_Postdevelopment Type I1124-hr 2 yr Rainfall=3.99" Prepared by Sullivan Engineering Group, LLC Page 5 H droCAD®7.00 s/n 001433 O 1986-2003 Applied Microcomputer Systems 1 2/812 0 2 1 Pond ')P: 2-1,000 Gallon Drywell wl 60" crushed stone surrounding Loamy Sand (yawls rate 2.41 inlhr) Inflow Area = 2,496 sf, Inflow Depth = 2.76" for 2 yr event Inflow - 0.17 cfs @ 12.09 hrs, Volume= 575 cf Outflow = 0.02 cfs @ 11.65 hrs, Volume= 574 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.65 hrs, Volume= 574 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 91.38' @ 12.60 hrs Surf.Area= 437 sf Storage= 181 cf Plug-Flow detention time= 48.6 min calculated for 572 cf(100% of inflow) Center-of-Mass det. time= 47.7 min ( 786.3 - 738.6 ) # Invert Avail.Storage Storage_Description 1 90.50' 493 cf 21.34'W x 20.50'L x 3.50'H Prismatoid 1,531 cf Overall -298 of Embedded = 1,233 cf x 40.0% Voids 2 91.00, 298 cf 5,67'W x 10.50'L x 2.50'H Prlsmatold x 2 Inside#1 791 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003350 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.02 cfs @ 11.65 hrs HW=90.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: 2-1,000 Gallon Drywell w/ 60" crushed stone surrounding Ilt Hydrograph ®I 0.19: :' 0,17 cfs _ I M Discarded I I E I � I E 0.1a: --- ----'---- L-- -- -- Cnflow�Aroa=Z,496-sf-- 0.17•, %' ....._...I.___1____I__.__I____L___J__ ___L___L___3____I____I____L___1___ r 1 0.16 I;----;-1 -- ---;!-- --;---Pe0k-E1eV=9,1 .3,8 0.15 -- - --i----'----'---- ---�-- --- ------------l----I----4----;---- 0.14 ---3---- }--- -- --- --Sfiora eE181 cf 0.13'. -- --- I I I -- 0.12 i 0.1 z I 1 E I E 1 I I I --- 0 0.I19UU 5 EE I r I II II I Lt I 0.07= - 0.06 ' I I I E I E I I E I I { I 0.05= --.- I.... .-_ -i., ._--_.l.,. ._.__.E,.„-......1.-. -._.__1_ _L___L __1 I E I E I t I I I E I I I 1 0.03-` 0.02 cfs _a 0.02 0,017 0= 5 6 7 19 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 33 Appledore Lane_Postdevelopment Type 11124-hr 2 yr Rainfall=3.19" Prepared by Sullivan Engineering Group, LLC Page 6 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 12/8/2021 Link 1 L. Total Offsite Inflow Area = 1,613 sf, Inflow Depth = 1.11" for 2 yr event Inflow = 0.05 cfs @ 12.07 hrs, Volume 149 cf Primary - 0.05 cfs @ 12.07 hrs, Volume= 149 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite aydrograp, I I I 3 1 I 1 I 1 Fig f I I 1 3 I I I 1 I I ( E I inflow 1 I I Primary L___J_ ___ __ _ _.. ., .,. I .'J E L ' -- - _ .. ..1_... .. ._L---J 0.05 cfs 1 3 Nns.Dw Are'a-;1-,�6,13-M- I • ' i I I I I I " I V I l 0.04- -- I ------r---,----1 --- r---t--- --------r- I I I I I I E 1 I I I I I I 0.035 r - -`- - N 0.03- ---- ----I- I I I I 1 I I 1 I a 0.025. -'- --- '-----'----'----'---- I I 1 I I 1 � .j -. I I 1 I I 1 { I I I I 3 I I I I I I I 1 3 I I I I I I 0.015- F ...... _r----1----r---r----T---- � r- --r` r`--r----1----r---r--- I I I 1 I I E E I E 0.005 0 , -- 5 6 7 8 9 10 11 12 13 1�4 15 16 17 1a 19 20 Time (Hours) i i I 33 Appledore Lane_Postdevelopment Type 11124-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 12/812021 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 Subcatehment 1 S_P: Roof/Driveway Runoff Aroa=2,496 sf Runoff Depth=4.46" Tc=6.0 min CN=98 Runoff=0.28 cfs 929 cf Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=2.48" Flow Length=111' Tc=4.4 min CN=77 Runoff=0.12 cfs 334 cf Pond 1 P: 2-1,000 Gallon Drywell w160" crushed Peak PIev=92.08' Storage=353 of Inflow=0.28 cfs 929 cf Outflow=0.02 cis 928 cf Link 1 L: Total Offsite Inflow=0.12 cfs 334 cf Primary=0.12 cfs 334 cf Total Runoff Area = 4,109 sf Runoff Volume = 1,262 cf Average Runoff Depth = 3.69" 33 Appledore Lane_Postdevelopment Type 11! 24-hr 10 yr Rainfall=5.05' Prepared by Sullivan Engineering Group, LLC Page 8 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 12i8/2021 Subcatchment 1SWP: Roof/Driveway Runoff — 0.28 cfs @ 12.09 hrs, Volume= 929 of, Depth= 4A6" 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 Rainfail=5.05" Area (sf) CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft) (ft/sec) (cfs 6.0 Direct Entry, From Pool/Patio Subcatchment 1S_P: Roof/Driveway Hydrograph 0.3; I ! I s I I ! ! € I I ! Runoff ----------------- ._ __ . 0.28 cfs --- 0.28- I I ----I --- - --; , _ - - �----;Type-III--24-hr;I-0-,yr 0.26 E 1 ! € ! 1 3 ! R� nfa11-'5.O5" 0,22: Runoff Awea�=2,496-:sf- 0.2 0.1II= i unoEVoumie9----9-;cf_ U -- -- - -- ---- -- ---II---Runoff- epfih= ---- __ . .... ..... 0.14: - T6=6.0- 11111 - .. __ -! -- k--- - ---I---- -- E ! -- -------- -- -- --- ----- - -- - - - - - 0.OII 0.04-' I I -------------- --- ---- --- -_.. ! r:`9'F, ... L. ..,L. ----.I. ....L----I---- 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type H/ 24-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCAD®7.00 s/n 001433 OO 1986-2003 Applied Microcomputer Systems 12/8/2021 Subcatchment 2S: Remaining Land Runoff = 0.12 cfs @ 12.07 hrs, Volume= 334 cf, Depth= 2.48" 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 sf CN Description 278 98 concrete 160 98 boulder wall 1,175 69 50-75% Grass cover, I=air, HSG B 1,613 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 3.8 30 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.1011 0.6 81 0.0140 2.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.4 111 Total Subcatchment 2S: Remaining Land Hydrograph 0.13- fI� f7llf�Dff i I I I I - 0. E2 cfs 1----r----I____F----I----T-__-I-__ 0.12; J ;Type-111-24-hr 1-0-yr- F I 1 I I I - 0.1_ I _______ M 0.09- E RUno ff-Mea =' y�i'1-3-sf- ----3 -- t I l ----I ! I E { 1 I._.., 0.08- „_ I u n off Vo u m e= 34 cf �- -- 4.07- Runoff-Depth12-.48"- --- --- --- --- -- h -- ----;-Flow-Len I 4,4s- 3 I I I I I I I i I 0.05 I gth—� 1 - i I+ I�r---- - =4=4 min .A l I = I I 1 I 1 I 1 3 I I 1 I •-��� 0.02- : I I I I 1 1 0 5 6 7 8 9 10 11 12 13 14 15 18 V 18 19 20 Time (hours) i 33 Appledore lane Postdevelopment Type 11124-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 10 H droCADO 7.00 s/n 001433 GO 1986-2003 Applied Microcomputer Systems 12i812021 Pond 1 P. 2-1,000 Gallon Drywell w/ 60" crushed stone surrounding Loamy Sand (rawls rate 2.41 inlhr) Inflow Area = 2,496 A Inflow Depth = 4.46" for 10 yr event Inflow 0.28 cfs @ 12.09 hrs, Volume= 929 cf Outflow 0.02 cfs @ 11.30 hrs, Volume= 928 cf, Atten= 91%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.30 hrs, Volume= 928 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.08' @ 12.97 hrs Surf.Area= 437 sf Storage= 353 cf Plug-Flow detention time.= 109.0 min calculated for 927 cf(100% of inflow) Center-of-Mass det. time= 108.3 min ( 843.4 - 735.1 ) # fnvert Avail.Stora e Storage Description 1 90.50' 493 cf 21.34'W x 20.50'L x 3.50'H Prismatold 1,531 cf Overall - 298 cf Embedded = 1,233 of x 40.0% Voids 2 91.00, 298 cf 5.67'W x 10.50'L x 2.50'H Prismatoid x 2 Inside#1 791 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00 0.003350 fpm Exfiltrati ' ion over entire Surface area ' Qscarded OutFlow Max=0.02 cfs @ 11.30 hrs HW=90.54' (Free Discharge) 1=Exflltration (Exfiltration Controls 0.02 cfs) Pond 1 P. 2-1,000 Gallon Drywell w160" crushed stone surrounding Hydrograph I I , E I ! f I I S I 1 I I I 1----1 --I- --L- /� L-------------- -1_ __ nilow p,3 0.28 CfS - 1 - I - -1 - I -- M Discarded • r € I E I I I 3 I I 0.28 J f, ---€---,_.........E . _ . .- ----,---;-- -- I niftw ;Ar6a=-2,496-sf- -I --1 - eok ; I ..gZ,O_18--- 0.24� -- ---,---- I E 1 1 I E E I I I I 0.22: flora- e=353 d - 1 1 I E I I I I 1 y Q•18"' 1 1 I E 1 ----.1...... ... .1._-___3____I____L___3__ ___I___ _L... ... . 3 1 - --- ----''-------- I- -- _ I I 0.1 1 3 I I ! I I I I I I I I I 3 I 1 f I I 1 I I I I I O.O8: ;• F J_ L__-_-LIr---1 1I ____ Q.06 0.04 --- V0G - -l---- 0.02- OL 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type Ili 24-hr 10 yr Rainfall=5.05" Prepared by Sullivan Engineering Group, LLC Page 11 N droCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 12/812021 Link 1 L. Total Offsite Inflow Area = 1,613 sf, Inflow Depth = 2.48" for 10 yr event Inflow = 0.12 cfs @ 12.07 hrs, Volume= 334 cf Primary = 0.12 cfs @ 12.07 hrs, Volume= 334 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L, Total Offsite Hydr®graph I i I I I _--— Inflow i I I I E I I I i � I f f— I�� � I 0.12 efs I I I J----E-- 0 Primary -- ----lnf1,ow,Area=I'1y6;'13-sf 0.12- I Y , I I I E I ✓^�; I I I I I I I • r -`'—1 _.——I_-— __.y...,_._..!.___.__.E_._.—_.!_ �.,�� ....,....I,......,.,1...........I............3............l...._... .!_...——�_ _._— ©.1 0.1� — —I—---I----i----E----i ---I----F--- ----I----1—---1----F--- ---1 -- I _---;----I----I--——i----E_—_—I— I I I I E LsL————————I————i———_F____I_ -___,————L___J_.__J_ W 0.07- --- , I I 1 F E � f I I I I € E - 3 ____1____!_ J D.D6 f I I 1 [ I ! I E I E I r I I E I I I I I E I E 1 ' •� 3 i I I } �„ I I E I I f I 0.03; _r E____ E D0..D021-- i k I I ____}1___. ;. ____EE____ 0 I1_5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 33 Appledore Lane_Postdevelopment Type 11124-hr 25 yr Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 12 H droCADO 7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 12i812021 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 1 S�P: Roof/Driveway Runoff Area=2,496 sf Runoff Depth=4.87" Tc=6.0 min CN=98 Runoff=0.30 cfs 1,014 of Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=2.84" Flow Length=111' Tc=4.4 min CN=77 Runoff=0.14 cfs 382 cf Pond 1P: 2-1,000 Gallon Drywell wl 60" crushe Peak Elov=92.26' Storage=398 cf Inflow=0.30 cfs 1,014 of Outflow=0.02 cfs 989 of Link 1 L: Total Offsite Inflow=0.14 cfs 382 of Primary=0.14 cfs 382 of Total Runoff Area = 4,109 sf Runoff Volume = 1,396 cf Average Runoff Depth = 4.08" 33 Appledore Lane_Postdevelopment Type /// 24-hr 25 yr Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/8/2021 Subcatchment IS_P: Roof/Driveway Runoff = 0.30 cfs @ 12,09 hrs, Volume= 1,014 of, 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 yr Rainfall=5.50" Area (sf) CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, From Pool/Patio Subcatchment IS—P. Roof/Driveway Hydrograph 1 1 1 I I 1 I I I I I I ! I 1 I I I I I I ! 1 : . ----r---�----r---7----r---�---- ---�----r----I----r----r---r -- 0.32= ' I I 0.30 cfs ------ -------- ----�---- -------- ..........1......., .-_I-,-.., m,. _ � I I € I I --- ----�----'----'-----'-- ----;---- --Type, 24_h� 2&yr-. 0.28: I I • ( ------�...--- ----I---- ----I_ I _E_ Rat f6114 5. 0" 0.26` �• F I { I 1 I i�� I 1 1 i 1 D.24: ----, --- ,---_ -----�----Runoff-Area=2 49.6'-Sf- - I I E I I I r �- I I 1 I I j 3 I 0.22: ! I E I 1 I e�� - I I I I I 3 1 --'----,--- ---- ---'-- Runoff;Volume=1,014;d- 0,2 <, .y. �,; -r----1---------1---------1-- { I I ' ` ., ..I ....,. ..,,.Runoff-Depthi-4.-8.7"'- u 3 0.f6-: inLL • ---;-- • � _.___IL.__-_J1--- _-__Jy;I T&I1I 6_....'. :.O.....m...-I n.14- I 1 1 1 ----r---7 - I f 0'A2` C1 _ =I9-8.-._. •_ I I E I 1 I �1�."+f I I I I I i I F, I I I I I I ! I I I I I I 0,08' I I I 0 0fi- I I -r 1 i ' I I I I I I � I - �,✓lf,3c_ 1 1 I I 1 0.02 D 5 6 7 8 9 11) 11 12 13 14 15 16 17 18 19 20 Time (hours) I i 33 Appledore Lane_Postdevelopment Type !ii 24-hr 25 yr Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 14 H droCADO 7.00 sln 001433 OO 1986-2003 Applied Microcomputer Systems 12/812021 Subcatchment 2S: Remaining Land Runoff = 0.14 cfs @ 12.07 hrs, Volume= 382 cf, Depth= 2.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=5.50" Area sf CN Description 278 98 concrete 160 98 boulder wall 1,175 69 50-75% Grass cover, Pair HSG B 1,613 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft) (ftlsec) (cfs 3.8 30 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.6 81 0.0140 2.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.4 111 Total Subcatchment 2S: Remaining Land Hydrograph 0.15. I i E E I 0.1Vs 0.14 Th 2, I yp _ IrE y1 U.12 -------- --- ---- . .-.,3 ., - . .. n� f -_ r--- : R i j11�5..5O 1 E i 0.1 ; ; Runoff-Area; 1 ,613 �sf -- ----r--- ----r ------ --- -- -.. . .. . ..,. .. -I----r----t---- ume=3- �,cf- W I - V 0.U7 .. --- €. -E-- ---,---Runoff Depth-2.84" 0,08: n ,. - -� 1 € --1 HOW Len th=111'-- V,OS I ........ ........ - -- -- I I 1 € I E I i -- - -- & i min. 0.04w OM 0.02w I f I I E 1 I I I I I I 0,01� y I r� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 33 Appledore Lane_Postdevelopment Type 111 24-hr 25 yr Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCAD®7.00 s/n 001433 Q 1986-2003 Applied Microcomputer Systems 12/812021 Pond 1 P: 2-1,000 Gallon Drywell w160" crushed stone surrounding Loamy Sand (yawls rate 2.41 inlhr) Inflow Area = 2,496 sf, Inflow Depth = 4.87" for 25 yr event Inflow = 0.30 cfs @ 12.09 hrs, Volume= 1,014 cf Outflow - 0.02 cfs @ 11,25 hrs, Volume= 989 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.02 cfs @ 11.25 hrs, Volume= 989 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.26' @ 13.05 hrs Surf.Area=.437 sf Storage= 398 cf Plug-Flow detention time= 128.1 min calculated for 986 cf(97% of inflow) Center-of-Mass det. time= 117.4 min ( 852.0 - 734.6 ) # Invert Avail.Stora e Storage Description 1 90.50' 493 cf 21.34'W x 20.50% x 3.50'H Prismatoid 1,531 of Overall -298 cf Embedded = 1,233 cf x 40.0% Voids 2 91.00, 298 cf 5.67'W x 10.50'L x 2.50'H Prismatoid x 2 Inside#1 791 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0,003350 fpm Exfiltration over entire Surface area Qiscarded OutFlow Max=0.02 cfs @ 11.25 hrs HW=90.54' (Free Discharge) T--1=Exfiltration (Exfiltration Controls 0.02 cfs) Pond 1 P: 2-1,000 Gallon Drywell w160" crushed stone surrounding Hydrograph E I I I I i I I I ! E I I 1 I I I I - ---r---I----I----r---r------------r---r---�----r---i---r---r---- ® Enftow ----r---rt----h---r---r-- 0.30cfs -I----r---Y----r---1----r---t---- tDISCarded 00 3- IMIQW�,Arsa=l2=496-sf-- 0.28` I I I I r ---P_ek-ELe_rr=92.26'-- 0.26_ ------ I I I I I I I I I I I I I I I I I I 0.24 r- ;. ; .... .. _ ...Sforage=398 cf - ---+- 1 -- I --I----r y-- -- r---t---t- -I -r----t---I 0.22- I I I 1 I I I I I 02- 1 I I I I i I I 1 � I I I t I I I I I I 1 I F I I I t I I I I 1 tiV.r 0.18- p I I I 1 r I I I 1 ' 0.14' I I ! ! 1 I I I 1 0.12` 3 I I I I 1 I 1 I I 1 1 I ' 0.04= ryry cfs 0.02= n= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 33 Appledore Lane_Postdevelopment Type 11124-hr 25 yr Rainfall=5.50" Prepared by Sullivan Engineering Group, LLC Page 16 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 12/812021 Link 'I L: Total Offsite I Inflow Area W 1,613 sf, Inflow Depth = 2.84" for 25 yr event Inflow = 0.14 cfs @ 12.07 hrs, Volume= 382 cf Primary — 0.14 cfs @ 12.07 hrs, Volume= 382 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total Offsite Hydrograph 1 .. j., Inflow 0.15-' ` ! [ f I I 13 Primary .fs _ 0.14-: nf[pw;Ar a 1;6:13 sf f I I I I 1 I i I I I ---- .....I., _ .._J ----L � __ ...,1.., ..._....1._ _-1----3____L__.....1_. 0.12: I fl,1` I I I 0.09. ..7 I �� v 0.0£1= I 3 1 1 3 I I I 1 I { I WI i -1----. L._..........t .. -1----r--------r--- 0,06: I 0.05: F 0.04'- 0.02: - - ----r-' --r --- I 0.01' ; =✓ b 0- 5 6 7 fl 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 I 33 Appledore Lane_Postdevelopment Type 11124-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCAD®7.00 sin 001433 O 1986-2003 Applied Microcomputer Systems 12/8/2021 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 1 S_P: Roof/Driveway Runoff Area=2,496 sf Runoff Depth=7.14" Tc=6.0 min CN=98 Runoff=0.44 cfs 1,486 of Subcatchment 2S: Remaining Land Runoff Area=1,613 sf Runoff Depth=4.96" Plow Length=111' Tc=4.4 min CN-77 Runoff=0.23 cfs 666 of Pond 1 P: 2-1,000 Gallon Drywell w160" crushe Peak Plev=93.43' Storage=687 of Inflow=0.44 cfs 1,486 of Outflow=0.02 ofs 1,080 of Link 'I L: Total Offsite lnflow=0.23 cfs 666 of Primary=0.23 cfs 666 of Total Runoff Area = 4,109 sf Runoff Volume = 2,152 cf Average Runoff Depth = 6.29" i 3 33 Appledore Lane_Postdevelopment Type !1! 24-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 18 H droCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 12/8/2021 Subcatchment 1S_P: Roof/Driveway Runoff - 0.44 cfs @ 12.09 hrs, Volume= 1,486 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=8.0015 Area sf CN Description 924 98 Roof Area of House 1,572 98 Driveway expansion 2,496 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, From PoollPatio Subcatchment 1S P: Roof/Driveway Hydrocgraph I 1 I I r I E I I i E 0.48' _ L L J L J ___L _ _I.._ f_- -- --f LJ�UTIOff r• I E I I 0.44 cfs F I I I I E I 0.42 --- --., --�-- -- - --Y e I- ,-i111r .Q_ _,yr_ I I I E I I 1 03 0.4: -; -- -,- - - - --- ---; D.38 I- ... ..E --L --E-- L _ I .., � -- I --L II- Rai -�fa1�.=-8- Q0.36� -- f I E 1 I I E 3 0.34`. --- _ ----I- --I--- -'- - I----Runoff=Area=- 49-63-s E 3 32T - -_ll_ _y -----� f me= 4cfRunof i, - - - .. D0.23 D,286 3c _-..----LIr -Runoff-I- -- -D IPp_ hw;. 7A_1' 1- _ 3 . -------- - 0.24: -- -L L- -2 0.22 , `=6', - 'n- 0.1a -- - E --- -- +----- 0- I ! I I I ! I I 3 I 0.16m i �'� E I I I I 1 I II 0.14-`. F. -- '�I-. ..... ... -h .. .. .--L ---J----L----.I._.. ,t;_-.-'-- - - L----'----L----�--- -. , .. .. .. ...I,.....__ 0.1 -- ---'----I ---1-- ---I- L... 1 --- 0.08. 7----I----,----r-- . .. - r- --I----*----1- _ ,... o.a6e _ __- r-------- I----I _ _ _ I I 1 E I I _ 0- 5 6 7 II 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 33 Appledore Lane_Postdevelopment Type Ill 24-hr 100 yr Rainfall=&00" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems _12/8/2021 Subcatchment 2S: Remaining Land Runoff = 0.23 cfs @ 12.07 hrs, Volume= 666 cf, Depth= 4.96" 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=8.0015 Area (sf) CN Description 278 98 concrete 160 98 boulder wall 1,175 69 50-75% Grass cover, Fair HSG B 1,613 77 Weighted Average Tc Length Slope Velocity. Capacity Description (min) (feet) Oft) (ft/sec) (cfs) 3.8 30 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.6 81 0.0140 2.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.4 111 Total Subcatchment 2S: Remaining Land Hydrograph ------------------ 0.26; .- ----� • I I 3 r 0.24 ; cfs ---------------- --- ---- ; I I11 ";2 4-I r1I oo ,0,23 YT .22= = f GO- 0.19' -r-- ----F--- ----� --E-- -t---------+----- --+-- -t---- a.18 EF-- - RUnoff Area=-1-;611- s - 0.17: --*----I---- - . k I I 3 I I �'' ■■ ■l i 0.16 __.f_._... _. . ...-i---;----i------ -- k.0 ; off V-01U e=6 _Et�i - 0.14; L --- ---I _ t I I-- -_- -I----�----'----�----E- - -- I- 0.13: -- f- 1 -I-----I-- - I -1]•�L\ n° i p -- -E_=-- U e a o.12, - - --€--- - - - , -- --- -- 0.11; F - L I - ' o• " ---- r--- ,-- owInhI-1 -_ 0.08^ - 0.08 L-- , . _.. ...�. . -- y --- -E . ......� -. - -4 m n ---- 0.074 r , r � r ,__ . ,, _."1--'- � r----E----r----I----T---'I---- 0'06 r 0.05� 0.04 - -----L___.___I_.._--L----I---- ----I r I 1 I 3 f - I I 1 I 1 I I I I I I E F 0.01, 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 3 I 1 l 33 Appledore Lane_Postdevelopment Type 11124-hr 100 yr Rainfall=8.00" Prepared by Sullivan Engineering Group, LLC Page 20 H droCADO 7.00 sln 001433 01986-2003 Applied Micro com putersystems 12/8/2021 Pond 1 P: 2-1,000 Gallon Drywell wl 60" crushed stone surrounding Loamy Sand (yawls rate 2.41 inlhr) Inflow Area = 2,496 sf, Inflow Depth = 7.14" for 100 yr event Inflow 0.44 cfs @ 12.09 hrs, Volume= 1,486 cf Outflow = 0.02 cfs @ 10.40 hrs, Volume= 1,080 of, Atten= 94%, Lag= 0.0 min Discarded = 0.02 cfs @ 10.40 hrs, Volume= 1,080 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 93.43' @ 13.93 hrs Surf.Area= 437 sf Storage= 687 of Plug-Flow detention time= 156.5 min calculated for 1,080 of(73% of inflow) Center-of-Mass det. time= 90.9 min ( 824.0 - 733.1 } # Invert Avail.Stora e Storage Descri tion 1 90.50' 493 of 21.34'W x 20.501 x 3.50'H Prismatoid 1,531 of Overall - 298 of Embedded = 1,233 cf x 40.0% Voids 2 91.00, 298 cf 5.67'W x 10.50'L x 2.50'H Prismatoid x 2 Inside#1 791 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.003350 fpm Exfiltration over entire Surface area Qscarded OutFlow Max=0.02 cfs @ 10.40 hrs HW=90.54' (Free Discharge) 1=Exfiltration (EWxfiltration Controls 0.02 cfs) Pond 1 P: 2-1,000 Gallon Drywell wl 60" crushed stone surrounding Hydrograph I E _ _ E I - L i j I I € I 1 I I € I WOW 0 44 CfS ®Discarded 0.48- --- 0.46= { ===1-.... .{ -- __ nfl W.- -I-a 4 .6- $f_ i t E AMA-' 0.44, Q F� �- �►+t" 7----! I' r- �-- 0.42 € 1 ; I E ev 0.36 I 3 I I I I I € 0.34-` - -..k...-- € ---- _ `I-.----'-- ---'- ..Stara I I 1 I I I € I 0.32 ' ---t- -. . ..f----I---- - ._ ... .. --- ---r---r-- t---- ...I____I____t__...-0.31 J_ r 0.26 -I-- --I---- -- I-- I I I 1 I I - - € 1 I I I 3 I $ 0.24, `t---y----1..... -I----t----y_.._ r---�- -.-.....I----t ---y--- Qi --.. -.�.....--{----€------1.,.....-_. t_----I-- -.-`I--.-..�. ., .. ... _.---I----I._ ...., ----I---- € LL 0.22- 1 I I f I I I I € c ` r r I ! I ! I I I0.14: I I 1 I I I I I 1 € I 1 • I I E I I I I I I I 3 I I I • : f t f 1 3 I € 0.04 0.02 cfs 0.02- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 'rime (hours) 33 Appledore Lane_Postdevelopment Type 11124-hr 100 yr Rainfa11=8.00" Prepared by Sullivan Engineering Group, L.LC Page 21 H droCADO 7.00 sln 001433 OO 1986-2003 Applied Microcomputer Systems 12/81202/ Link 1 L: Total Offsite Inflow Area 1,613 sf, Inflow Depth = 4.96" for 100 yr event Inflow - 0.23 cfs @ 12.07 hrs, Volume= 666 cf Primary = 0.23 cfs a@ 12.07 hrs, Volume= 666 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Total OfFsite Hydrograph p ®Inflow 0.26. . L EE I a: -------- 0.23 cfs ----i--- 9Pi!Mary o.24= ------ __Infow;Ar�a=1,6' 3-0 - I € 0.22 n V.2- � E t ! 7 C• �J ____L___�-- 3----1 a.i6- { I I I E I I f ! I I I �= 0.14 I I I I I I I I 3 I t I E r I I ! E I I I I I I I r I I E I I '�PJp' --- -- --- ------ f I I E I ! '.��yF - 4 I -- I • r I t E I I I 0.02 5 6 7 a 9 10 11 12 13 14 15 16 17 1f3 19 20 Thne (hours)