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2022-04-05 Illicit Discharge Statement & Updated Drainage Report
ILLICIT DISCHARGE STATEMENT FOR 229 BRENTWOOD CIRCLE NORTH ANDOVER, MA May 1, 2022 Illicit discharges into the stormwater management system are discharges not entirely comprised of stormwater. There are no known illicit discharges currently at the site nor are any illicit discharges proposed as part of the project. The stormwater management system is not intended to convey any illicit discharges or pollutants. Any unknown existing illicit discharges that are discovered as part of the development of the subject site shall be eliminated in accordance with local, state and federal regulations. ioibv Eugenia Hatch May 1, 2022 6/1122, 12:12 PM Town of North Andover Mail-Re:229 Brentwood Circle,NA-Updated Site Plan and drainage report NORTH ANDOVER Massachusetts Jean Enright<jenright@northandoverma.gov> Re: 229 Brentwood Circle, NA - Updated Site Plan and drainage report 1 message Jack Sullivan <jacksu1153Qcomcast.net> Wed, Jun 1, 2022 at 12:04 PM To: gena.hatch@comcast,net, Jimmy D'Angelo <jdangelo@dangelo-engineering.com>, strussell@dangelo-engineering,com, Jean Enright <jenright@northandoverma.gov> Hi Jean, I am attaching the updated Site Plan which has extended the approved addition 3'x20' to the rear of the lot. The approved building footprint was 660 sf and now it will be 720 sf. As such, the drainage report was re-run accounting for the additional 60 sf of roof area. The approved drainage system does not have to be modified—there was sufficient capacity to accept the additional roof area. I have attached the updated drainage report showing the postdevelopment peak rates and volume of runoff are less than predevelopment #'s for the 2, 10, 25, and 100 year storm events. Would you like hard copies for tomorrow's 2:00 pm site meeting? See you tomorrow Sullivan Engineering Group, LLC Jack Sullivan P.O. Box 2004 Woburn, MA 01888 781 854-8644 2 attachments Site Plan—06012022_Brentwood.pdf 706K Revised Drainage Summary_06012022.pdf 1404K https:llmail.google.com/maillu161?ik=7c2off6265&view=pt&search=all&permthid=thread-f%3A1734448992593195669&simpl=msg-f%3A17344489925,., 111 Sullivan Engineering Group, LLC Civil Engineers Land Development Consultants February 25,2022, Revised June 1, 2022 (Extend addition 3'x20') �. Town of North Andover �-�� 441 , Planning Dept. ;dog 120 North Main Street yY Iq , North Andover, MA 01845 g�, IV] North Re: 229 Brentwood Circle, North Andover Watershed Special Permit—Addition Planning Dept; The owner/applicant is proposing a single story addition within the 325 foot Non-Discharge Zone, but outside the 100' Non-Disturbance zone with the Watershed Protection District within the Town of North Andover. As such, a Watershed Special Permit is required and the applicant has provided drainage mitigation and erosion control protection. Soil testing was conducted onsite by John D. Sullivan III (Soil Evaluator Lie#: 2378) and the soil testhole location and soil log are provided on the Site Plan. A drainage infiltration system is proposed to collect the entire roof area of the proposed addition and a portion of the existing house roof. Roof runoff will be collected by gutters and 4 inch HPDE roof drains and conveyed to a drainage infiltration field consisting of cultec recharger units and washed crushed stone. The drainage field has been sized to store/infiltrate the 2, 10, 25, and 100 year storm event. An emergency overflow device has been provided from the field in the form of a NDS pop-up emitter to allow a controlled release of larger storm events to a grassed area. The infiltration field is sited 2 feet above the seasaonal high groundwater table. An exfiltration rate of 1.02 in/hr has been used in the HydroCAD model to reflect a"Sandy Loam" soil which was present onsite. The 2,10, 25,& 100 year rainfall amounts were taken from the NRCC Atlas of Precipitation Extremes for the Northeastern United States. A HydroCAD analysis is included for the predevelopment and postdevelopment watershed area for the site. The following are the results of the Predevelopment vs. Postdevelopment analysis: Design Point 1 Predevelopment(cfs) Volume(cf) Postdevelopment (cfs) Volume(cf) Storm Event 1/2 Storm Event 0.00 0 0.00 0 2 Year 0.51 1585 0.48 1510 10 Year 1.22 3612 1.17 3441 25 Year 1.83 5361 1.74 5169 100 Year 3.22 9519 3.21 9295 PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:,jacksu1153@comcast.net 1 S_E 2s_1 P O Addition R of/Por€ion Ex,HOL se Roof 1L 1P Design Point 1 (Pre) Cultec Infltr Lion Field 2S_2P 2L Design Point 1 (Post) Subcat Reach ot1 [Link Drainage Diagram for 229 Brentwood Circle_Postdevelopment Prepared by Sullivan Engineering Group, LLC 6/1/2022 HydroCAD@ 7.00 sin 001433 0 1986-2003 Applied Microcomputer Systems 229 Brentwood Circ[e_Postdevelopment Type llf 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer systems 6/1/2022 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind*Trans method - Pond routing by Stor-Ind method Subcatchment 1 S E: Runoff Area=23,931 sf Runoff Depth=0.79" Tc=6.0 min CN=71 Runoff=0.51 cfs 1,585 of Subcatchment 2S-1 P: Addition Roof/Portion Ex. House Roof Runoff Area=1,133 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.08 cfs 262 of Subcatchment 2S_2P: Runoff Area=22,798 sf Runoff Depth=0.79" Tc=6.0 min CN=71 Runoff=0.48 cfs 1,510 cf Pond 1P: Cultec Infiltration Field Peak Elev=95.17' Storage=94 cf Inflow=0.08 cfs 262 cf Discarded=0.01 cfs 262 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 262 cf Link 1L: Design Point 1 (Pre) Inflow=0.51 cfs 1,585 cf Primary=0.51 cfs 1,585 cf Link 2L: Design Point 1 (Post) Inflow=0.48 cfs 1,510 cf Primary=0.48 cfs 1,510 cf Total Runoff Area = 47,862 sf Runoff Volume = 3,357 cf Average Runoff Depth = 0.84" 229 Brentwood Circle_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCADO 7.00 sin 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 1 S E: Runoff - 0.51 cfs @ 12.10 hrs, Volume= 1,585 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 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B. _ 12,798 61 >75% Grass cover, Good, HSG B 23,931 71 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, direct Subcatchment 1S E: Hydrograph 0.51 cfs ; 0.5- Type 111 ,"24-hr 2;yr : ----r---�----r---ti----r-...._-.��-�-- ,,.v--__r----r----r---r----r---r----I---- 0.45—.� I I I I I E �+' I E Raiinfa11-3Y2O" 0.4- I RUnoff Atea:23 P31 E sf E I E F I I I I �I I - ,..' - 0.35- ��=R unoff' o ,ump=1 85:cf I !I I 50.3 Runoff Depth 1 I _ r. _ I—f— I —— E 0.25-- 3 I ( I f ""r.Y„ I I I T& `0 ' I I 1 I { y I I l I 0,2- ' I I I I i �"" 3 I I I } r I F fff _ 5'y I I I I I 3 I 'R'sE 3 I 4 I 3 I 1 , f� Vim.=�.o'.. L,--`—r—`--I----t----I---- (M I L————L———J————L———J—_ _L 0- � 5 6 7 8 9 10 11 12 13 14 15 16 17 U 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCADO 7.00-s/n 00-1433 © 1986-2003 Applied Microcomputer Systems 611i2022 Subcatchment 2S 1 P: Addition Roof/Portion Ex. House Roof Runoff = 0.08 cfs @ 12.09 hrs, Volume- 262 of, 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 720 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,133 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftisec cfs 6.0 Direct Entry, Direct Subcatchment 2S 1 P: Addition Roof/Portion Ex. House Roof Hydrograph 1_..__I____L. _,.._ ._I_.__.._1._.... ,....I...... .....L. ,. ,...I_... ,...,1__.- -_ r E E i 1 ! I I RURDff 0.485: ----'-----`--------- ----'-I 0.0$ CfS - -------- ' --------I --- ---- --- I 1 I ----,---,----;---7--------,-- ---,------TypeAll-24=�r-2-yr- 0.075 ,-- ._ `I--_` - 0,07 ... ... ... . . ... -- - - Rainfall=3.20". '-----L----1----' - .___ L ... �------ 1 L_ 0.06 R�IhO;ff Area=1- 33 ;sf ----------------------------- ---------------------- I E I I I I I I I I 0.055, ' 1- 1 ----,---- --- -- : ---'RUhoff-Vg1un1ie=262 tf-- .�. 1 . ... _1____,-___7____T __I_ 1 _ ,, .... ,. _, .....,._.I.._ __I____r___,___ 3 0.045 Runoff..IlD.eph=2.7 ."' .. - _.. ___I.. .....a ... ._. , 0,04- I____J____,____1 __I_ i _ 9 ,..._,. 1. ..1...- --- I__ 0.035= i! - .... ..,.,.. ... ...,., ._,..._. 0,03. --- ;- -------T-- -;- --- --T -;- - GN=98-- I 0.025: _.. 0.02^ ., ...--1----4---- - 0.015 - /• I I { I 1 f I I I ! E ! I I 0.01 - -------;--------; E. . 0.005 F 0. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 111 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 y roC D®7.00 s n 001433 © 1986-2003 Applied Microcomputer Systems 611/2022, , , , , Subcatchment 2S 2P: Runoff = 0.48 cfs @ 12.10 hrs, Volume= 1,510 of, 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 Rainfail=3.20f1 Area (sf) CN Description 1,301 98 Ex. House Roof exclude 4 be infiltrated) ( 13 sf to r ,. d) 288 98 Ex-Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,078 61 >75% Grass cover, Good HSG B 22,798 71 Weighted Average To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, direct Subcatchment 2S 2P: Hydrocgraph I I I I 3 I I E I I I I I I f I ---- °.5•, I I I I 0.48 cfs I I I I I I I----'---- 1 1V 0.45- I I 0.4- .L. - RU.noff Area-22 7-98:-sf_ 0.35, l ---- - --�Runof�'{IVolum�=1_,�5'IO;cfi. 0.3- De tRunoffRunoff ;0.79""Runoff — rF---i----f-I ----1-- 0 0.25- --- --- µ C—6L'O Min 0.2- I I I 1 $ - I I I I I 3 �' '• I I I I I N ,7 0,15 • � I ! I I I I 1 l____I____L____i____1____I____ • 1 1 I I I I � "�T _ 1 ! I 1 5 i G.res 1 I I I I I I I I �- T 0 r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type H/ 24-hr 2 yr Rainfal1=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADV 7.00 sln 001433 0 1986-2003 Applied Microcomputer Systems 6/1/2022 Pond 1 P: Cultee Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 1,133 A Inflow Depth = 2.77" for 2 yr event Inflow - 0.08 cfs @ 12.09 hrs, Volume= 262 cf Outflow = 0.01 cfs @ 11.50 hrs, Volume= 262 cf, Atten= 90%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.50 hrs, Volume= 262 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.17' @ 12.82 hrs Surf.Area= 345 sf Storage= 94 cf Plug-Flow detention time= 84.8 min calculated for 261 of(100% of inflow) Center-of-Mass det. time= 84.1 min ( 822.6- 738.6 ) # Invert Avail.Stora e Storage Description 1 94.50' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 95.00' 16 cf 3.0"W x 12.5"H x 7.501 Parabolic Arch 12 Inside #1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Primary 95.70' 4.0" Horiz. Orifice/Grate limited to weir flow C= 0.600 Qiscarded OutFlow Max=0.01 cfs @ 11.50 hrs HW=94.52' (Free Discharge) 1=Exfi1tration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=94.50' (Free Discharge) 'L2=Orifice]Grate ( Controls 0,00 cfs) 229 Brentwood Circle_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCAd®7.00 sIn 001433 0 1986-2003 Applied Microcomputer Systems 6/112022 Pond I P: Cultec Infiltration Field Hydrograph 1 1 1 f I i I I M Inflow ----I ---I - --- 0.08 cfs ,---;---+---}---r--- ---}--- pauEflew I E 3 E I I E i I I pdiscarded Inf[ov�►lAra=113- f- p Prima. r ry 0.075:' ---E----1--- ---�--- ---�-- --J---T---r---T---r---r---r--- 0.07 ;----E----;-------------- ----------Stdrage=94-d - f fl,065 1 I I I I I I h I I 1 I ? 0.055. -u 1 I I I I I I I I I 1 I 1 W M5z I I I i --I..-__I_ I .i.. I I i - " 0.045 I 3 O 0.04- lA. ____I____I___J___-I___J___ _ _ ___-i___1___0.035- ' I 3 I I I I I I ------------ 0,025 IF i 0. 0,015, - 0.01 cfs ' 0.01- ' s 0.00 cfs = 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 H droCAD®7.00 sin 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Link 1 L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 0.79" for 2 yr event Inflow = 0.51 cfs @ 12.10 hrs, Volume= 1,585 cf Primary - 0.51 cfs @ 12.10 hrs, Volume= 1,585 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 (Pre) Hydrograph I I I I i 0.55- L 0.51 cfS - I - -- E - - _.._..L. ......, [7 Primary 1 I I I i I I i I I - I nflow area=2--- sf I I I I ! [ I € 3 I I [ I 0.45- --- ----I---- ----I- --1 - ...-I----r--- E----r--- I 0.4- - I I I I I I E I I f I V I F, I I 3 I I I I ! [ I I I I I I Q r! flv 0.2- --- ----i---- --,----L--- ----'----L--- ----L--- f I € I I ! E 1 I 3 1 I I I 0.f 5- I • � I E I I I �� I i I I l I I € I I 3 I I E I 0.05- 5 6 7 8 9 10 19 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 9 N droCADO 7.00 s/n 001433 OO 1986-2003 Applied Microcomputer Systems 611/2022 Link 2L: Design Point 'I (Post) Inflow Area = 23,931 sf, Inflow Depth = 0.76" for 2 yr event Inflow = 0.48 cfs @ 12.10 hrs, Volume= 1,510 cf Primary - 0.48 cfs @ 12.10 hrs, Volume= 1,510 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Spam 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 1 (Post) Hydrograph I I I 3 I ! 1 3 I I I I I S I 3 I 3 I I I I 3 In41ow i I --- a Primary 0.5- 0.48 cfs nftQwA1Oa=23,931 5f- I • .tea>.'Ri. 0.45 ___-____ I gF^s -I----I ---3--------I --- E---- 1---- I____- __ _ _ _ • �� I ! I I I I N. I 1 i I I E 3 E I I I I I I I I I I I 3 I I I I I I I I I I I I 1 I uj E I I I ! I '- I I I I I 1 I +� 0.3- ----s----E----r---7----I----r -�; ---1----r---y----r---r---�----r--- I I I I 3 I 1 I I I I 1 I a 0.25- L----I----L---A----I----L ¢. � E 3 I I I 1 '���� __ I _ I _ I __ I _ I _ I 1 € 3 I I I "� I I I I E I r f f I 1 I I r .I 0. t I I I I i I I I I k I I i I I I I 1 -tiG� I I I k I I 1 __ J 9 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) k 229 Brentwood Circle_Postdevelopment Type If/ 24-hr 10 yr Rainfal1=4.80" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 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_E: Runoff Area=23,931 sf Runoff Depth=1.81" Tc=6.0 min CN=71 Runoff=1.22 cfs 3,612 cf Subcatchment 2S_1P: Addition Roof/Portion Ex. House Roof Runoff Area=1,133 sf Runoff Depth=4.24" Tc=6.0 min CN=98 Runoff=0.12 cfs 400 cf Subcatchment 2S 2P: Runoff Area=22,798 sf Runoff Depth=1.81" Tc=6.0 min CN=71 Runoff=1.17 cfs 3,441 cf Pond 1 P: Cultec Infiltration Field Peak Elev=95.68' Storage=170 cf lnflow=0.12 cfs 400 cf Discarded=0.01 cfs 341 cf Primary=0.00 cfs 0 cf Outflow=0.01 cfs 341 cf Link 1 L: Design Point 1 (Pre) Inflow=1.22 cfs 3,612 cf Primary=1.22 cfs 3,612 cf Link 2L: Design Point 1 (Post) Inflow=1.17 cfs 3,441 cf Primary=1.17 cfs 3,441 cf Total Runoff Area =47,862 sf Runoff Volume = 7,453 of Average Runoff Depth = 1.87" 229 Brentwood C[rcle_Postdevelopment Type 11124-hr 10 yr Rainfail=4.80" Prepared by Sullivan Engineering Group, LLC Page 11 H droCADV 7.00 sln 001433 © 1986-2003 Applied Microcom uter Systems 6/1/2022 Subcatchment 1 S E: Runoff 1.22 cfs @ 12.10 hrs, Volume= 3,612 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 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good HSG B 23,931 71 Weighted Average Tr, Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, direct Subcatchment IS E: Hydrograph I I I I E I 1 I I I E I I E I I I Runoff E V I 3 I 1.22 cfs E t y" E TYpeAll 2A-hr 10;yr r� I 1 I _ .€. ..... r.........E......... .,�.......... ...._....Rahlfal 1-4-8 0-1 I 3 I Runoff Area=23 €931 sf 3 ,I I I I 1 Runoff l Vol,um�=3,012;I cf 1 I I Runoff Depthr1 .81" rI I Q I I I I I l i I I I �1 /y1�I I I I I f i I 1 Tc=66o niin I I I E k I I i 1 ON-�71 I I I 1 I I 1 I I i I I I I I I E f 1 I I 3 I I I I I I E I I i I 1 I I I I I I I I E I I I 1 I I I I I I I I E I I i I I I I I i I I E I I l.a`�✓ I I I ^ n S1C 0- 5 6 7 8 8 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 2S 'I P: Addition Roof/Portion Ex. House Roof Runoff 0.12 ofs @ 12.09 hrs, Volume= 400 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span 5.00-20.00 hrs, dt= 0.05 hrs Type Ili 24-hr 10 yr Rainfall=4.80" Area sf CN Description 720 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,133 98 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft)- ftlsec (cfs) 6.0 Direct Entry, Direct Subcatchment 2S 1 P: Addition Roof/Portion Ex. House Roof Hydrograph E E 1 I I unoff • I f ( I I , I I I I I I ---- ---- --- 0.12cfs ,. ....-..L . _ .. T .. . ----, ----I---- 0.12: -I---- '---- --E--- - ;Type-ll 24-hr 14 ;yr. 0,11 I I I I E 3 I I � - f_...--;----f-- -- ; RO-infali�4.8 1 0.1 0.09 - E 3 Runoff Area - y 133 sf 0.08= I E � ku6,off�Volunie-�Oo...:.c..f.., L -- L--- ---- --,-- 4- � 3 I I € 1 I VV � � +r D,D7: E � I 3 _-_ ----r--- - c -- ---Runoff-Qeoth-4.24" 1 I � 0,06. J ! I € 1 I I TC=6.O {In 0.05 I I `,V�.ter!n 1 I I F f I I E i A w j( Q.Q4" 1 I I E I 1 ,',�.n,'! 7 I I I [ VV ---r---7----r---�----r---rt- -ram,-y----r----r---r----€---- r '-._E___- r--- ----� -.I,,....... -€_ ._...,_�. r ,r, r----r-.__..1.,.._,.....€... ... ..., ., ...... _.L..._........ . I • E ! o ' 0- . 5 6 7 a 9 1D 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type Ill 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 13 H droCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 611/2022 Subcatchment 2S 2P: Runoff 1.17 cfs @ 12.10 hrs, Volume= 3,441 cf, Depths 1.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs. Type lil 24-hr 10 yr Rainfall=4.80" Area sf CN Description 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,078 61 >75% Grass cover, Good, HSG B 22,798 71 Weighted Average Tc Length Slope Velocity Capacity Description (rein) (feet) (ftlft) (ft/sec) (cfs) 6.0 Direct Entry, direct Subcatchment 2S 2P: Hydrograph 1 I 3 I I I 1 I 1 I ! I I I ! I 3 I I I 7 I ! I I I I I E ��IJROif 1 1 I 1.17 cfs ! 3 1 I I € 3 I I I I I I I 1 I t �: TYPelll1 4-hr 10 yr -- M1 -- Ra irhfa l l 4.8 0 - 1- E 1 I Runoff Area=22'179811 sf �! I I I E 3 I ��✓ I I I I I k I -r ;RU60ff;VO(UMm =3,44f cf I k 3 E = Runoff De�pthr1 .81" O ILL I I k I 1 1 E I I I I I f I I 1 E I I Tc=&.0 n1iin I I 4 I 1 1 E I I I I I i 1 I I l I 1 I € E I ! I I 1 I I I i I iwa I E I I f I I I 1 E I i f I I I I I I I I I 1 I I I I I I I I 1 I I I I I s 0- 5 S 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 14 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Pond IP: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 1,133 sf, Inflow Depth = 4,24" for 10 yr event Inflow -- 0.12 cfs @ 12.09 hrs, Volume= 400 cf Outflow = 0.01 cfs @ 10.95 hrs, Volume= 341 cf, Atten= 93%, Lag= 0.0 min Discarded 0.01 cfs @ 10.95 hrs, Volume= 341 cf Primary 0.00 cfs @ 5.00 hrs, Volume= 0 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.68' @ 13.43 hrs Surf.Area= 345 sf Storages 170 cf Plug-Flow detention time= 151.2 min calculated for 340 cf(85% of inflow) Center-of-Mass det. time= 106.6 min ( 842.0 - 735A ) # Invert Avail.Stora e Storage Description 1 94.50' 241 cf 7.50'W x 46.001 x 1.79'H Prismatoiid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 95,00, 16 of 3.0"W x 12.5"H x 7.501 Parabolic Arch x 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Primary 95.70' 4.0" Horiz. OriflcelGrate Limited to weir flow C= 0.600 Qiscarded OutFlow Max=0.01 cfs @ 10.95 hrs HW=94.52' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Prlmary OutFlow Max=0.00 cfs @ 5.00 hrs HW=94.50' (Free Discharge) t-2=OrificelGrate ( Controls 0.00 cfs) 229 Brentwood Circle_Postdevelopment Type 111 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCAD®7.00 sln 001433 @ 1986-2003 Applied Microcomputer Systems 6/1/2022 Pond 1 P: Cultec Infiltration Field Hydrograph 1 E3 Inflow " ----3----1----1----}----1-- 0.12 Cfs -1-_- '- - --'---- irloutfiow ®Discarded ----,----1----r---I----1----#-- ---1nf1Owl-Ar6a-�.1...�_133-5f-- El Primary 0.13- I r r ;-Pe4k �1ev--915�6;8`- `--I`---I----1----I-- ---I_---3----1-- _[}'!_ 0.11- r ---1----l---StOr`ago-117-0-bf ----_'_------_'_--_'_--_'_---{_- I 3 • I 1 I I 1 { I E # 1 I { I 0.1 r r f r I 1 I I 1 I I 1 { 1 I 3 I r O dJ� I I I I 3 1 i I 3 1 I 3 1 • r .... Q 07•: VI : r • r 1 1 € I O 0.06-_' € 1 1 1 t 1 1 1 E 1 1 r LL r ____I____E____I____I____i____I_ 0.05: r 0.04w I I I I i I I 1 I I I E I 1 I I I 1 1 I I 1 I € € I 1 0.03: 0.02- 0.01 cfs 22 0.00 cfs 0r r 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 16 H droCAD@ 7.00 s1n 001433 01986-2003 Applied Microcom uter Systems 6/1/2022 Link 1 L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 1.81" for 10 yr event Inflow - 1.22 cfs @ 12,10 hrs, Volume= 3,612 of Primary = 1.22 cfs @ 12.10 hrs, Volume 3,612 cf, Atten= 0%, Lag= 0,0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L; Design Point 1 (Pre) Hydrograph 7-7 I I € I I 1 I I I I I I I I I I E I I I I I I I ! I �IrF�IUw I I € I I I I I I I I I 1,22 cfs Inflow Area=23,931 sf I E I I I I I I ] I I E I I I I I I 1 I 3 3 I I E I I I I I I I I I I 3 I E I I I I I I 1 I I 3 I I E I I I I I I I I I 3 i I E I I I I I I 1 I I 3 3 1 # I I I I I I I I I 1 SQL I I } I I 1 I I I 3 1 ,IM, I I 3 I ! I I I 1 I I 3 I I 1 I I I I I 1 I I 3 i I I I I I I I 3 I I I { I I 1 I I I I I E 1 I I I 1 I I I 1 I E I { I I I I 3 I E I I I { r� � n 5 Cl 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Tune (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 17 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6/112022 Link 2L: Design Point 1 (Post) Inflow Area = 23,931 sf, Inflow Depth = 1.73" for 10 yr event Inflow - 1.17 cfs @ 12.10 hrs, Volume= 3,441 cf Primary = 1.17 cfs @ 12.10 hrs, Volume= 3,441 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 1 (Post) Hydrograph 1 1 I I 3 I 1 1 I 1 1 1 I I I I 1 E I 1 I 7 I 1 i I I 1 F I I I I I M Inflow 1 3 1 I 3 ! € I I I I I El Primary nflow3 A 1.17 cfs J rda=23, I 931 sf 1 I I E I I � ! E I I I I I I I I 1 I I { I I I p I I { I I I I I 1 I I I W I I I 1 I I I I I { I I t I ! I I I I I I I I 1 I ! I I v I I I I I 3 I I _ "✓H.fin. J�`'wf i,✓`f'.,�'ly'Y.�',l A. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type /// 24-hr 25 yr Rainfai1=6.00" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 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_E: Runoff Area=23,931 sf Runoff Depth=2.69" Tc=6.0 min CN=71 Runoff=1.83 cfs 5,361 of Subcatchment 2S_1 P: Addition Roof/Portion Ex. House Roof Runoff Area=1,133 sf Runoff Depth=5.33" Tc=6.0 min CN=98 Runoff=0.15 cfs 503 cf Subcatchment 2S-2P: Runoff Area=22,798 sf Runoff Depth=2.69" Tc=6.0 min CN=71 Runoff=1.74 cfs 5,107 cf Pond 1P: Cultec Infiltration Field Peak Elev=95.76' Storage=182 of Inflow=0.15 cfs 503 of Discarded=0.01 cfs 359 cf Primary=0.05 cfs 62 of Outflow=0.06 cfs 422 cf Link 1 L: Design Point 1 (Pre) Inflow=1.83 cfs 5,361 of Primary=1.83 cfs 5,361 cf Link 2L: Design Point 1 (Post) Inflow=1.74 cfs 5,169 cf Primary=1.74 cfs 5,169 of Total Runoff Area = 47,862 sf Runoff Volume = 10,971 cf Average Runoff Depth = 2.75" 229 Brentwood Circle_Postdevelopment Type W 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 19 HydroGADO 7.00 sin 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 1S E: Runoff - 1.83 cfs @ 12.09 hrs, Volume= 5,361 of, 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 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good, HSG B 23,931 71 Weighted Average To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, direct Subcatchment 1S E: Hydrograph ! I I 2- ! 3 1 I I I I 3 I Typellll 24-h� 25;yr Rainfall=6.00" 1 Runoff Area=23,I-931:sf I , I Ruln00 Vol,u m €�=5,;36'II; cf �P ----I ;..Runoff Depth; y LL Tc=6L0 Min N=;7 I I E I I I I I I 3 I I I I I I E i I I I 1 I I I I I I I E I I I I I I I I I I 1 E I I I 0- 5 8 7 a 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type lil 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6i112022 Subcatchment 2S 1 P: Addition Roof/Portion Ex. House Roof Runoff 0.15 cfs @ 12.09 hrs, Volume= 503 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 720 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,133 98 Weighted Average Tc Length Slope Velocity Capacity Description rain feet ftlft ftlsec cfs 6.0 Direct Entry, Direct Subcatchment 2S 1 P. Addition Roof/Portion Ex. House Roof Hydrograph I I ! I I I I ,' I I I I 1 I I I I I I I f I '�i, f7urloTf fl.16. I 0.15 cfs IL I I I 1 2 t115 L___J____L___J___ ^' ___J_ LTYpe-I1I-2 -rhr1 5-yr-- I I I I I I I I I n•1'4• � ____�___!____I I____!__-_I____-_--_I--__. ----r---'1----r----I----r----a-- _ '__,_..i...__.,.r.__._.._L.._R�Inf�II-T6.o..0'*., .. 0.12- I I I I 1 I I I I I I V I --- ---- ---J---- --- -- -Runoff-Area-1- 33-'Isf - fl.11 ; --_-II-- -- * -- runoff;-V-ouna�e=�03-Illcf- UI 'r -r --I- --r---�-- 0.09 I I I { 3 I I I f Runo f_ OOI ht5.33" - ' L --'- --'-----3-- I !- '-- - --------- ^� /��� y��I•y� ____r ICI�6N0 -Min--. I I { d I I I Ix a.04T. ' s, 0.03 r p : I I I I t I 1 I I I I I I [ 0.02-- aoi- J r". 0- .5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Thne (hours) 229 Brentwood Circle_Postdevelopment Type Ill 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 611/2022 Subcatchment 2S 2P: Runoff - 1.74 cfs @ 12.09 hrs, Volume= 5,107 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 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,078 61 >75% Grass cover, Good HSG B 22,798 71 Weighted Average Tc Length Slope Velocity Capacity Description min (feet) ftfft ftlsec cfs 6.0 Direct Entry, direct Subcatchment 2S 2P: Hydrograph I I I I i E 1 IF 1.74 cfs I`I I € I I I I € [ I I ! 1 I I I25 I r E GfNR E Type I11 2A-h� 11 yr A �'jI I I I 6 } I I 3 1 Rainfall-6.0O11 I I F I I I E I 4- I I f i I I I E 1 1 I 1 I I I i ! I 1 tifr` I f I I 1 Runoff lrea'22,79&sf 1 I 3 s ;RunoffI;VollumI�=5,;'107; cf 3 1 I I ., I I I frN: i Ru n ft -D ,pth;2.- �yf I I Q I I I f I I I �,l"Y{= I E I I 1 I 1 I 'l I 7 I I Tc--660 Min I I 1 I 7 I ] 1 I I I CN' 7 T �■ I I I 3 I I E F I I 1 I I E I u� I I I I I I i I I I I I 1 I I I I I I I I I I I 3 I 5 6 7 8 9 10 11 12 13 14 15 16 1/ 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type l/l 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 22 H droCAD®7.00 s/n 001433 O 1986-2003 Applied Microcomputer Systems 6/1/2022 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 1,133 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 503 of Outflow 0.06 cfs @ 12.35 hrs, Volume= 422 cf, Atten= 63%, Lag= 16.1 min Discarded = 0.01 cfs @ 10.35 hrs, Volume= 359 cf Primary = 0.05 cfs @ 12.35 hrs, Volume= 62 of Routing by Stor-Ind method, Time Span 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.76' @ 12.36 hrs Surf.Area= 345 sf Storage= 182 of Plug-Flow detention time= 128.1 min calculated for 420 cf(84% of inflow) Center-of-Mass det. time= 80.7 min ( 814.8 - 734.2 ) # Invert Ayail.Storage Storage Description 1 94.50' 241 of 7.50'W x 46.00'L x 1.79'H Prismatoid T 618 of Overall - 16 of Embedded = 602 of x 40.0% Voids 2 95.00' 16 cf 3.0"W x 12.5"H x 7.50% Parabolic Arch x 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices ................................... ... 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Primary 95.70' 4.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Discarded Outflow Max=0.01 cfs @ 10.35 hrs HW=94.52' (Free Discharge) --1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.05 cfs @ 12.35 hrs HW=95.76' (Free Discharge) 't --2=0rificelGrate (Weir Controls 0.05 cfs @ 0.8 fps) 229 Brentwood Circle_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 23 H droCAQ®7.00 s/n 001433 O 1986-2003 AP211ed Microcomputer Systems 6/1/2022 Pond 1 P: Cultec Infiltration Field Hydrograph E I ! I I + € ! 1 I 1 I .. �...._ 10ow0.15 cfs ----!--- au110 El w ----------------_-_ "Iscard e d - , o Primary ----- ._0.16: --------------------- --- --- ----- ---0.15- -;Peak Elea=9,5.76'- .- .__III____III____11I____3II__ ___ifi ___I-__ I __iI_.__._1€..Q.1 + ..... 3IV 2, -...C 0.13: 1I _ I I r+ I I € I , I I I € I I 0.1- I I' I f 1- 3- 1 I I f I I 0.09: ----I----I------------r---L_._.. -1"--,----r---s---r---r--- Q0.087 - ----r---,----I--- E I ll�llU cfs -�.L.......u. 0.0! .,.r--------E----1----r---r--- 'y I I I 0.05 cfS I E I 3 ] I 3 0.05- ---I----I--- I I- -r---r---I----I----I----r---,---- I U4_ ---I--------€----I----,-- _1____f----I----r---,---- I � 3 0.03= 0.02� 0.01`. r , 5 6 7 8 9 10 11 12 i3 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 24 H droCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 611/2022 Link 1 L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 2.69" for 25 yr event Inflow = 1.83 cfs @ 12.09 hrs, Volume= 5,361 cf Primary - 1.83 cfs @ 12,09 hrs, Volume= 5,361 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L. Design Point 1 (Pre) Hydrograph 13 Inflow I I I !2- ry II I I I 1 I I ! I I I I l:�i Primary 1.83 cfs 'InflOw Area=23,931 sif I I I I 1 E I I I I 1 ! 3 I I I 3 I I I I 4 I 1 I i I I I i I I I I I I 1 I 3 I I I 9 I I I I 4 I 1 I ! I I I 3 I I I I 1 I I I I I I I f I I I I f I 1 I 1 I I I 1 I I I I I I 1 I I I I I f I I I I I I t I 1 I I I a I I � ----r----I————r---r----r---� ---r---�----r---r----1----E----r---- I I I I 1 ! I I I I I I I I I I I I I I I I I 1 I f I I I I 1 I I 1 I I 1 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 k 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 I I I I I k I I'millll I E I I I I E .s' Now'! : 0-14 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr25yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Link 2L: Design Point 1 (Post) Inflow Area = 23,931 sf, Inflow Depth = 2.59" for 25 yr event Inflow - 1.74 cfs @ 12.09 hrs, Volume= 5,169 of Primary = 1.74 cfs @ 12.09 hrs, Volume= 5,169 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 1 (Post) Hydrograph I I E I I 1 I I I I I I I S ! I I I I I I I I i i I I I 13 Inflow I I f I 1 I 3 I I I I I ��,, I I € E ! I I 1 I € (3 Primary I I� 1.74 cfs nflow 1 rea= 3 931 'sf I ( I E I ------------- r�71 � I E I I I I I I I I € 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 I I I E I I { E I I I I I { I I h 1 3 I I E I I 1 ! I 1 I I I I I I 3 I I I I I I I f I 1 I I 1 I 1 I I I I I I I I I I I 1 I I I I I I 1 I I 1 I I I I I I I 1 1 I I I I I I I I I 1 I I I I I 1 0 f 5 6 7 d 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle—Postdevelopment Type Ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCADO 7.00 sin 001433 GO 1986-2003 Applied Microcomputer Systems 6/1/2022 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 E: Runoff Area=23,931 sf Runoff Depth=4.77" Tc=6,0 min CN=71 Runoff=3.22 cfs 9,519 of Subcatchment 2S 1 P: Addition Roof/Portion Ex. House Roof Runoff Area=1,133 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.21 cfs 726 cf Subcatchment 2S 2P: Runoff Area=22,798 sf Runoff Depth=4.77" Tc=6.0 min CN-71 Runoff=3.07 cfs 9,068 of Pond 1 P: Cultec Infiltration Field Peak Elev=95.86' Storage=196 of Inflow=0.21 cfs 726 cf Discarded=0.01 cfs 388 of Primary=0.17 cfs 226 of Outflow=0.18 cfs 615 of Link 1 L: Design Point 'I (Pre) Inflow=3.22 cfs 9,519 of Primary=3.22 cfs 9,519 cf Link 2L: Design Point 1 (Post) Inflow=3.21 cfs 9,295 of Primary=3.21 cfs 9,295 cf Total Runoff Area = 47,862 sf Runoff Volume = 19,313 of Average Runoff Depth = 4.84" 229 Brentwood Circle_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCAD®7.00 sln 001433 ©1986-2003_Applied Microcomputer systems 6/1/2022 Subcatchment 1 S E: Runoff = 3.22 cfs @ 12.09 hrs, Volume= 9,519 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 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good HSG B 23,931 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet)_- (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, direct Subcatchment 1S E: Hydrograph 1 E I E t ! t I 1 E I I 3 ! I I 1 t 1 I € 3.22 cfs I I I 1 1 1 E 1 1 , „� �1 -1----i----I--- -, --- ----I-T- e 4 'Y Yp I 1.,.2 ��hr I _0 I r_ U J Rainfa11�=8.60" I Runoff Area=23 931 E!sf T I I 1 Iyy� I I I I I �I f 1 1 I I I 1Runoff Volume_=9 ! -91cf I I ! 3 I 1 I I I I E 2- -- Runoff Depth-4,77" I I Tc=640 niln f I t ON=11 1 Q- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (Hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCADO 7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 2S I P: Addition Roof/Portion Ex. House Roof Runoff 0.21 cfs @ 12.09 hrs, Volume= 726 cf, 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 720 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,133 98 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 6.0 Direct Entry, Direct Subcatchment 2S 1 P: Addition Roof/Portion Ex, House Roof Hydrograph I I I I I I I I a 24- 0,23 " -------------I--------I--`--I-----I--------------I ----I-----1 ----I-----I ----II---- �' i�UfiOff n21 Cfs ---- ----I----*----'- ---T----I---- V.G I I 1 I I I q -- L---J ---L --J- -L---J--- , --- L (/�� a.21= I I -Type [ll j24� r UV-;y�- 0.2-" . ----r---,----r- ----I----,-- ---,----I - ' _ L _.., - 0.19 0.18: --- ---- ---- --- :��;--- ----�---- Roinfall== 60" '. -- -- = I I I i 3 I I I I I I ! I 0.17: . r - , - Ruln:off-Are a=l_"_133_:8f 0.15= - ----1 --- - --- ----r-- u- -- �- ----*-I-- - 0.14 -- ' ---1 --- .1.. --{... . . 'unoffl' � u 726 icf- 14 013Z ---- - J- -J ---J-- �'' --J----L----'----L----'---L----I---- aaz= ----r--- ----r--------'--- - - --� -Runoff Pepth::-7:69"'". 0 0,11 I I ,I .. ..... ' .,._ ' .....-I- _.- - - -- -1-_'-1.- --- -I- - - I I I 1 1 I 1 Tc-V• _m.'n_- 0.09-" ----,----r-- -- -T- -3- - N:;� R I I I I I I 1 , :` I I I I 0,04 r---�---- - -- - - r ,. - ----r--------r--------r-------- h I I I I I I 1 I I I I y x.. 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 U 19 20 Tlme (Hours) 229 Brentwood Circ[e_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCAD_®7.00 sin 001433 O 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 2S 2P: Runoff = 3.07 cfs @ 12.09 hrs, Volume= 9,068 of, 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 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,078 61 >75% Grass cover, Good HSG B 22,798 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) Let)-- (ft/ft) (ft/sec) (cfs) 6.0 Direct E.., � � � ntry, direct Subcatchment 2S 2P: Hydrograph I I I i I I I I I I { I I I I f I I I I 1 I 3.07 cfs 3 Type ICI 24-hr r10011yr E 3 Rainfa11T8.60,• f �° Runoff Area=22,V79&sf 1 I I I I � 1 I I I t ----I ---;--- E. . ..- ----- — -- Runoff;V0um'1 -9=,0.68,Ief.. ,z 2' E r ; Runoff Depth=4.77" TC-6L0 Min N=7 . � Y my I 1 I I I I i I I I E i I 1 ] I I I I I I I • 1 1 I I ': c -d 0' 77 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type ill 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 30 H droCADO 7.00 sln OD1433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 1,133 sf, Inflow Depth = 7.69" for 100 yr event Inflow - 0.21 cfs @ 12.09 hrs, Volume= 726 cf Outflow = 0.18 cfs @ 12.15 hrs, Volume= 615 cf, Atten= 18%, Lag= 3,7 min Discarded = 0.01 cfs @ 9.15 hrs, Volume= 388 cf Primary — 0.17 cfs @ 12.15 hrs, Volume= 226 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 95.86' @ 12.15 hrs Surf.Area= 345 sf Storage= 196 cf Plug-Flow detention time= 94.9 min calculated for 614 cf(85% of inflow) Center-of-Mass det. time= 48.3 min ( 781.2 - 732.8 ) # Invert Avall.Stora e Storage Description 1 94.50' 241 of 7.50'W x 46.001 x 1.79'H Prismatold 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 95.00' 16 cf 3.0"W x 12.5"H x 7.501 Parabolic Arch x 12 Inside #1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Primary 95.70' 4.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Qiscarded OutFlow Max=0.01 cfs @ 9.15 hrs HW=94.52' (Free Discharge) T--=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.17 cfs @ 12.15 hrs HW=95.86' (Free Discharge) t--2=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.9 fps) 229 Brentwood Circle_Postdevelopment Type !il 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 31 H droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 6J1/2022 Pond 1 P: Cultec Infiltration Field Hydrograph 3 1 € € € I I I 3 I E I I 1 I I I E 1 I I '- -- -€ I ®Inflow --- ---. 0.21 cfs ------------ E 3 I 1 I 1 I { I E it Outfiew ----'----.3.. ...--'----'----'----{-- _- -- _ ®Discarded 0.24- f" _.InflowArLha=,1 ,1�3-0- Prima E I I I I I I I I I I I ry 0.22 r ) o:�sfS -- ,Peak �lev-9€5�8,6 0.2 --- 0.18= E-- StoI M=1 V V bf E I - -- --E 0.17 cfs -- , -------'---- f� _ I i E I I I I I I I € I I I 1 I 7 I 014- x - r I---- --- --- ---€ ' I I ! k. 0.1 0.08- 0.06' I I rr, I 3 0.04. 0.01 t fs 0.02- r.F .5 6 7 t3 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 32 H droCAD@ 7.00 sIn 001433 0 1986-2003 Applied Microcomputer Systems 6/1/2022 Link 1 L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 4.77" for 100 yr event Inflow = 3.22 cfs @ 12.09 hrs, Volume= 9,519 of Primary - 3.22 cfs @ 12.09 hrs, Volume= 9,519 of, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 (Pre) Wydrngraph I I I I I I I I I 1 E I I E f I ! I IN Primary I 1 cfs I ! E I I I - --- --- -I of ow Area=23,J3.1 ,S f .. I I I I I 3-'f I I I I I I I I I E I I I I 1 I I I I I I I E ! I I I I I I I I I I I E I I I I I I I I I I I I E I I 1 I I I I I 1 I I I E I I I I I I I I 1 I I I E I I I I I I I I E I I I I I �� I 1 I I f E I I I I 1 I I f I I V 2 I I 1 I I I I I ! k I I I . . . . .. . . . . 0 I I I I I I I I I I I I I I I i I I I I I I V I I I I 1 I I ! E I 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 3 I I I I E I I I I I I 3 I I ! I ! I I I I I I 3 I I I f I I I I I I I I I I I I I I I I I 3 I I E I I I I I 3 I I I .,f y, Q .... 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 33 HydroCADO 7.00_s/n 001433 OO 1986-2003 Applied Microcomputer Systems 6/1/2022 Link 2L: Design Point 1 (Post) Inflow Area = 23,931 sf, Inflow Depth = 4.66" for 100 yr event Inflow = 3.21 cfs @ 12.10 hrs, Volume= 9,295 cf Primary - 3.21 cfs @ 12.10 hrs, Volume= 9,295 cf, Men= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 1 (Post) Hydrograph I E I I I I I I I I I I I M infl-w I I I I I I I I I I I i�Primary 3.21 cfs ---;--------;---;----� - Inflow ►rep= 3-,9 -ISf- 3- I I I ! 3 I h I I I 1 I I I 1 1 E E I I I I I I I 1 I € E I I I { I ! I I I y 2- ' I I E E 7 I 1 3 I I I I 1 U I I F € 3 1 I 7 I E I I I LL I I f 4 3 1 I I I 1 I 1 I I E i i i 1 I I I I l I I I [ I 1 I I I I I ! I I I I I I I I E I I 3 I E I 1 I I I E I I 3 I I I 1 I I k _ I I i 1 1 I k 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle Postdevelopment Type 11l 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 34 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6/112022 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 E: Runoff Area=23,931 sf Runoff Depth=0.00" Tc=6.0 min CN=71 Runoff=0.00 cfs 0 of Subcatchment 2S_1 P: Addition Roof/Portion Ex. House Roof Runoff Area=1,133 sf Runoff Depth=0.30" Tc=6.0 min CN=98 Runoff=0.01 cfs 28 of Subcatchment 2S_2P: Runoff Area=22,798 sf Runoff Depth=0.00" Tc=6.0 min CN=71 Runoff=0.00 cfs 0 of Pond 1 P: Cultec Infiltration Field Peak Elev=94.52' Storage=2 of Inflow=0.01 cfs 28 of Discarded=0.01 cfs 28 cf Primary=0.00 cfs 0 of Outflow=0.01 cfs 28 of Link 1L: Design Point 1 (Pre) Inflow=0.00 cfs 0 of Primary=0.00 cfs 0 of Link 2L: Design Point 1 (Post) Inflow=0.00 cfs 0 of Primary=0.00 cfs 0 of Total Runoff Area = 47,862 sf Runoff Volume = 28 cf Average Runoff Depth = 0.01" 229 Brentwood Circle_Postdevelopment Type Ill 24-hr half inch event Rainfalh0.50" Prepared by Sullivan Engineering Group, LLC Page 35 HydroCAD®7.00 s/n 001433 O 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 1S E: 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 M 24-hr half inch event Rainfall=0.501E Area (sf) CN Description 1,714 98 Ex. House Roof 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,798 61 >75% Grass cover, Good HSG B 23,931 71 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftisec cfs 6.0 Direct Entry, direct Subcatchment 1 S E: Hydrograph I i I I I i I ( I 3 I I ! I I I I I i�tlnOff I i i E I 3 I I E I I 1 i I Type III 24-h1, half' into event Rainfal11=0. 0" I I I I E 1 I I I I I I 1 I E I I I I I I Runoff Area=23,931' Sf runoff Voludhe=0 cf I I ! I I I I I I I I I 3 1 ' Runoff Depth=0.00 I I E I 1 I I I I `"" " I I I I I 1 I I I I E I I I ' ITc=6.0 min I 1 I I ( I I I I ( I I I i I i I I f I I I CN^71 I I I I I I I I I I 1 I I 'T I I I { I I I I I I I I I I ! I I 1 I I I I I I { 1 I I E I I 1 I I I ! I I I 1 I I E I I I I I I I I I I 1 f f� I E I I I I I i I I I I 1 f 0.00 efS 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type ill 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 36 H droCAD®7.00 sin 001433 O 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 2S 1 P: Addition Roof/Portion Ex. House Roof Runoff -- 0.01 cfs @ 12.09 hrs, Volume= 28 cf, Depth= 0,30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 720 98 Roof Area of Addition 413 98 Portion of Ex. Roof 1,133 98 Weighted Average Tc Length Slope Velocity Capacity Description min) - (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Direct Subcatchment 2S 1P; Addition Roof/Portion Ex, House Roof Hydrograph 0,01-' . - ... ._I Q.Q1 Gf5 .._.,.r- r---�----I----,----I--- `•' _ --f--3----E--- ,--- -- --- Type-III 24-hr half inch event- 0.009 0.009: -1---- ----I---- -- -'- ----'---- ----I----i--- ----L---- o.00s ", ....__ ----E 1 - -i-- L ---- (__Rainfall=0.50"_ . ----Runoff Area=I-,133 sf-- 0.007 ---€----+ ----I----r-- .' ---r---r---- --r----r--- ---.. 0,007 - ;--------;-- r----f----runoff VQlumie=2$. cf. . 0.006 ------;----;---- ----;--- -- ---;----I----Runoff Dept=0: 0" 0,0065 ---- ----`---- - ---''---- --- ----Ic�6.0ri�in_ . �- 0.005 -L '----`----1----1----i-- i--------r--------� �T 0.005 ------a----f---- ----I----+-- .... .. .. .....0 N=98 0,004 - _,.. -_L_... .._..,..._ ..._E...... _....;.._---I----+-- "�^,'t---r----I----r----I----r---y----r--- 0.004 I 0.0031 - -----------I ----I---- --- ----I- - I ! [ F ( ! I I I I € I I 0.0024 -- ----J----i ---1--- ! ---1- -L-- -----1 ---I --r 1 I € ! I I I � I I 1 I I I I 0.001. --I----a----€----T----I----+ --f --------F--------F-------- 0,000 0 o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr half inch event RainfaU=0.50" Prepared by Sullivan Engineering Group, LLC Page 37 H droCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Subcatchment 2S 2P: 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 event Rainfall=0.50" _ Area (sf) CN Description 1,301 98 Ex. House Roof(exclude 413 sf to be infiltrated) 288 98 Ex.Porches Roof 28 98 Roofed Bulkhead 4,782 98 Driveway (paved) 26 98 Platform/Step 435 98 Walkway 3,860 55 Woods, Good, HSG B 12,078 61 >75% Grass cover, Good HSG B 22,798 71 Weighted Average Tc Length Slope Velocity Capacity Description rain (feet)_ (ftlft) (ftlsec) (cfs) 6.0 Direct Entry, direct Subcatchment 2S 2P: Hydrograph I E I I I i I Type III 24-hr halt inco event 1 Rainfall=0. 0'" I ! I 1 I I I 1 I I 1 i I I I I i E I I I k I I I ! I I I E I E I I f Runoff Area=2.2,798 sf I ! I I I € I E I I I t I I € E Runoff Volume=0 cf 'I 1 ; tunoff Depth=0.60" I I I I I f I ! I I I T I I I I I E I = 1 ! 3 " c=6.0 min W E E 3 :CN"7'1 I I € I 1 E I 1 I I E 1 I I I I I I I E I ! I I E I I I I I I I 1 k I 1 I 1 E 3 I I I I I I I E I I I I i 1 I I I I I I I { I 3 I I E 3 I I I I I I I t I 1 I 1 E 1 I I I I I 1 I k I I I t 3 I I I I I I 1 I I I 1 3 I I I I I I I k I I I ! 1 I I I 3 I I I f 1 I I { 1 I I I 3 I I I 4 I I I 1 1 I { I 3 I I I 3 I I I 1 1 I I iJ.tJO cfs o- f; 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type Ill 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 38 H droCAM 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6/112022 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 1,133 sf, Inflow Depth = 0.30" for half inch event event Inflow = 0.01 cfs @ 12.09 hrs, Volume= 28 of Outflow - 0.01 cfs @ 12.15 hrs, Volume= 28 of, Atten= 18%, Lag= 3.8 ruin Discarded = 0.01 cfs @ 12.15 hrs, Volume= 28 of Primary _ 0.00 cfs @ 5.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 94.52' @ 12.15 hrs Surf.Area= 345 sf Storage= 2 of Plug-Flow detention time= 5.0 min calculated for 28 cf(100% of inflow) Center-of-Mass det. time 4.3 min ( 784.3 - 780.0 ) # Invert Avail.Stora e Storage Description 1 94.50' 241 cf 7.50'W x 46.001 x 1.79'H Prismatoid 618 of Overall - 16 of Embedded = 602 of x 40.0% Voids 2 95.00' 16 cf 3.0"W x 12.5"H x 7.50'L Parabolic Arch x 12 Inside#1 256 of Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 2 Primary 95.70' 4.0" Horiz. OriflcelGrate Limited to weir flow C= 0.600 Qiscarded OutFlow Max=0.01 cfs @ 12.15 hrs HW=94.52' (Free Discharge) 'c-1=Exfiltration (Exfiltration Controls 0.01 cfs) rimary OutFlow Max=0.00 cfs @ 5.00 hrs HW=94.50' (Free Discharge) 2=OrifIcelGrate ( Controls 0.00 cfs) 229 Brentwood Circle_Postdevelopment Type /H 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 39 HydroCAD®7,00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6I112022 Pond 'I P: Cultec Infiltration Field Hydrograph ---- ... .. .. �_....... ........ . ....... .. .... .........� _._- MInflow --- ----'----'---�---'- 0.0I CfS ---1---=---1---L---L---L--- Oui€Iow ®Discarded - I I I 0.01; -i-- -i-- -r-- -- - -- -- --.I..- .1 _ _a. _ I _ P.e k. le vim' 0.009 ----'----'----'---J-- -- ---1---=--- -- ---L--- --- x .� r .� 3 1 I 0 I I 1 L 01 cfs 0.008: 0.008-. I 1 I I 1 E I I I I E I 0.007 = .` ----'--- ---J---J-- -- ---1---1-- 1__--L---L---L--- � ,� � 7 1 I 1 1 .:.,... E I I 1 I i I 0.007, -- 3._................ ....... - r... ....- r---r---r --F.._..._. ..._. 0.006 - ----'----'---3----1-- -- --- --- --- --- '----'---- --- � 0.005a ----3----I----'--- I----'-- -- --- I --- ` --- --- ---' ---1 --- ! Q 0.005_ , -. 1 L--- L---L--- I I E I I 1 1 0.004, = ,' - .----'----'----'----'----'-- ------' --- '---- --- '----'----'---- I I E I I I I E I I 3 I 1 E E I- -- - - - I I 0.002. 2.221. 0.00 cfs 0= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 229 Brentwood Circle_Postdevelopment Type Ili 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 40 H droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 6/1/2022 Link 1 L: Design Point 1 (Pre) Inflow Area = 23,931 sf, Inflow Depth = 0.00" for half inch event 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= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 (Pre) Hydrograph I 1 { V I 1 I I I I I I I I I I I I IM Inflow 1 I 0 Primary Inflow ;Area=23,931 sf 1 1 I 3 I I i I I 1 I I I I I I 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 I I 3 I I I I I I { I I I I I I 1 1 I I 3 E I I { I k I I I I I I I I f I I { I h N I E I E I I I I E I I 1 I I I E 1 I I I 1 I f I I I I I 3 I I I I I I 1 I f I I i I I p f I I I I I E I I I I I I I LL I I I I I I 1 I I 1 I I I I ! I I I E I I I I I I I I I I I I E f I I I I I 1 I I I I I E E I I I I I 1 I I I I I E E I I I I I 1 I I I I I E E I I I I I i I I I I E 1 I I I I I I I I I E I I I I I I f { I I I I E I I 1 I I I I I 1 I I I E I 1 1 I I I k 3 I 3 I I E I 1 I I I I E 3 I 3 I I € I 1 I { I I I E ! 0.00 cfs a 0- . . . . . . . . . . . .. . . . .. . . . .. . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (Hours) 229 Brentwood Circle_Postdevelopment Type 11124-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 41 H droCADO 7.00 sln 001433 GO 1986-2003 Applied Microcomputer Systems 61112022 Link 2L: Design Point I (Post) Inflow Area = 23,931 sf, Inflow Depth = 0.00" for half inch event 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= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point I (Post) Hydrograph E I I I I I I I I I I I I I I I I �InftOW I I I 1 i I 1 I I I I I El prima I E 1 I E I I I I I I I I I ry W16, w Area=23,931 ;s € I I I E I I I E I I I I I 1 ( I 1 € I I I t I I I I I I I I 1 € I I I I I I I I I I I I I E I I I t 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 E I I I I I 1 I I I I I I 1 € I I I I I 1 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 I I I I I I I I I € I I I I I 1 I I I I I 1 1 € I I I I I I I I I v I I I I E I I I I I I I I 1 3 I I I 1 E I I E I I I I I 1 CL I 1 € I I I 1 I I I I 1 1 € 3 I I I I I I I I I I 1 I € I I I I I I 1 ( I I I 1 I € E I I I I I 1 € I I I I I € 3 1 I I I 1 1 I I I I 1 I € 3 1 I I I I I I I I I 1 I € 3 I 1 I I I I I I I I 1 I € I I I I I I I € I I I 1 I € 3 I I I I 1 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 1 I I I I I I I I I I I [ I 1 I I I I I I I MO cfs 0- . . . . . . . . . . . . .. . . . . . . ..W 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 611122, 12;15 PM Town of North Andover Mail-Personnel Requisitions Noq� ANbOVER Massachusetts f Jean Enright<jenrsght@northandoverma.gov> 10 Personnel Requisitions 1 message Kerry Messinger<kmelsinger@northandoverma.gov> Fri, May 27, 2022 at 1:29 PM To: Division Directors Department Heads <departmentheads@northandoverma.gov> Hi folks: When you are requesting to fill a vacant position, could you please help us expedite things by typing, "Personnel Requisition for<TITLE>" in the subject line of your email. Please also copy Dawn and Sabeen (ssheikh@northandoverma.gov). Also, please include the following information in the body of your email: • Reason for Requisition (e.g., replacement for Jahn Doe) • Account Number to be charged • Additional Account Number(s)to be charged if split: • Supervisor • Description of IT access that is needed for the position (e.g., cell phone, email, MUNIS) • Location (DPW only) (e.g., Street and Sidewalks, Water Department, etc.) • Is this position in the current appropriated budget? (If not, attach authorization from the Town Manager) • Is this position a newly created position? (If yes, attach authorization from the Town Manager) • Additional Comments (e.g., special posting instructions): I really appreciate your cooperation. Kerry Kerry M. Meisinger, SHRM-SCP She/her/hers Director of Human Resources Town of Borth Andover 120 Main Street North Andover, MA 01845 Phone: (978) 688-9526 Fax:(978) 688-9536 kmeisitzger@nortliandoverma.gov https://mail.google.comima ll/ui0/?l k=7c2eff6265&view=pt&se arch=al l&p erm thid=thread-f%3A1734001408779050706&si mpl=msg-f%3A l 7340014087... 1/1