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HomeMy WebLinkAboutTicket Network Parking Expansion 4010 RECEIVED FEB 23 2012 SOUTH WI%D60R PLANNING DEPT. ki ' Ao App i=atiom P MtdW9 siga vs 1-c-quilt"d to he Pc7Med (lit the property for Al a plic-atinns re•zi ifol day4 pF sse to }ro to ' izc'„,�cl 'e.. itee f'crrt miss-iersi 4 -5v 1 .... FUSS &O'NEILL ' February 23,2012 Jeffrey Doolittle,P.E. Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 RE: Site Plan Modifications Ticket Network Property 83 Gerber Road East,South Windsor, Connecticut Fuss &O'Neill Reference No. 01993-489.S10 Dear Mr. Doolittle: A few times a year Ticket Network holds career fairs and trade shows at their facility located at 83 Gerber Road East. Their current facility has ample parking capacity to facilitate normal work day operations;however,when they have special events,a large number of people attend and available parking quickly reaches its capacity. The applicant is proposing to construct a gravel surface overflow parking lot to be used during these special events. The gravel lot will provide Ticket Network with an additional 70 parking spaces more than what is currently available today. The parking lot expansion is being proposed at the southwest corner of the property. The area consists mainly of lawn surface with a small area being wooded. A drainage swale is located to the south of the property along Interstate 84. The drainage swale runs east to west to a low point southwest of the proposed parking lot expansion. There appears to be a culvert inlet that conveys the small amount of surface runoff beneath Interstate 84. The existing parking lot to the north is graded to direct all surface runoff to a midpoint in the parking lot and off the pavement to the west. A riprap lined swale picks up the surface runoff and conveys it through a meandering path 146 Hartford Road through multiple small depressions. The area appears to have well-draining soils as the flow path Manchester,Cr beyond these depressions could not be determined by field inspection. 06040 t 860.646.2469 800 286 2469 The processed gravel parking lot is approximately 0.58 acres in size. Portions of an existing f 860,533,5143 bituminous driveway loop, five (5) parking spaces,and some sidewalk will be removed to construct www,fando.com the parking lot. The parking lot will be graded to direct flows evenly off the gravel surface to the west and into a proposed detention pond. Since the ultimate goal for the property is to construct a Connecticut larger bituminous parking lot, the detention pond has been designed to have a zero net increase in Massachusetts peak runoff for a 100-year design storm for the future parking lot. The pond has a capacity of Rhode(stand nearly 27,750 cubic feet of storage. The flows are managed with a 12 foot long rectangular weir South Carolina G:\P93\93489\S10\Drainage\2012-02-22_Drainage Summary.Docx Corres. f FUSS&O'NEI L ' Jeffrey Doolittle,P.E. February 23,2012 Page 2 that will allow larger flows to discharge to the west. A swale will then carry these flows to a large 'depression approximately 100 feet to the southwest where they will infiltrate into the natural soils. Existing and proposed hydrologic conditions for the project were evaluated. The existing watershed boundary is depicted on drawing DRA-01, "Existing Watershed Area". The low point adjacent to the Interstate 84 culvert entrance was used as the"design point". The proposed watershed boundary is depicted on drawing DRA-02, "Proposed Watershed Area". The future watershed boundary is depicted on drawing DRA-03, "Future Watershed Area". HydroCad®was used to model the pre and post-development peak flow rates for the existing and proposed watershed(backup information is attached). The results indicate the following: EXISTING&PROPOSED TEMPORARY WATERSHED SUMMARY Existing Peak Proposed Peak Storm Frequency Discharge Discharge, Change rs CFS Tem ora CFS CFS 2 5.85 0 -5.85 10 12.55 1.57 -10.98 25 16.45 5.89 -10.56 100 23.53 15.78 -7.75 EXISTING& PROPOSED FUTURE WATERSHED SUMMARY Existing Peak Proposed Peak Storm Frequency Discharge Discharge Future Change rs CFS CFS CFS 2 5.85 0.34 -5.51 10 12.55 5.74 -6.81 25 16.45 11.25 -5.2 100 23.53 23.01 -0.52 If you have any questions or need further information,please don't hesitate to contact me at(860) 646-2469,ext. 5253. Sincerely, r Ronald E.Bomengen,PE,LEED AP Project Manager G:\P93\93489\S10\Drainage\2012-02-22_Drainage Summary.Docx Comes. File Path:J:1DWG1P931934891S10\CivillPlanl1993489S1 O_DRA02,dwg Layout:DRA-01 Plotted:Wed,February 22,2012-4:39 PM User.RONALD BOMENGEN MS VIEW: LAYER STATE: Plotter:DWG TO PDF.PC3 CTB File:FO 2008 MONO.CTB om r^ ---- v ,r- \ _ t, w ' *100k �v rl —...N� .. i. Fv=� ✓�/7�"' \ ddd / Al !/ SiT. PARKiivG Lo. 0— r f / �( r ` _•. B,T b ARKIN' L{)T Z ` 1 Z I , �.. y , �- / - r � f � ,rorta e i / Iza..te L_'.C.!�''i�!'L'�!r,�! '`r!:CG�;/.% r w `.`..... •t,F - .\ X1.0u.2S I\ \ ,(+ �,(( �'— I LUllB iYl/f,At f e y :'.ry-:._ _ ........... :...�--.-...... ..,., ___.....;:: �-+�.. '-''=G-. ..,.,,',::.,_ -:—'�...y--.:i_.—.��,.— —__--".o.._ -_—�'—__.._..�-_,r!'--.—^__ Qom'__--Jt—_---_.__-tS=.._.vc_'+L:�a..,�...v..a O---_.'— �i-_—•--- ____ - ._.:.'.__.. .,--..__...__c.-=.. n o TICKET NETWORK SCALE: HORZ: 1"=30' N c ' VERT.: D o o EXISTING WATERSHED AREA �SS 8LO�ILI. DATUM: HORZ.: 146 HARTFORD ROAD MANCHESTER,CONNECTICUT 06040 VERT.: ® 83 GERBER ROAD BW.6462469 30 15 0 30 .f-dosom SOUTH WINDSOR CONNECTICUT GRAPHIC SCALE No. DATE DESCRIPTION I DESIGNER REVIEWER �1 S isting A LP Subca Reach on [Link Drainage Diagram for 1993489S10_Existing Prepared by{enter your company name here}, Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Existing Parking Lot 1993489S10 Existing Prepared by{enter your company name here} Printed 2/21/2012 HydroCADO 9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.420 55 Woods, Good, HSG B (1S) 2.060 61 >75% Grass cover, Good, HSG B (1 S) 2.310 98 Paved parking, HSG B (1S) 5.790 74 TOTAL AREA Existing Parking Lot 1993489S10_Existing Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 H droCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Existing Runoff = 5.85 cfs @ 12.15 hrs, Volume= 0.456 af, Depth> 0.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" Area(ac) CN Description 2.310 98 . Paved parking, HSG B 2.060 61 >75% Grass cover, Good, HSG B 1.420 55 Woods, Good, HSG B 5.790 74 Weighted Average 3.480 60.10% Pervious Area 2.310 39.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 5.4 238 0.0110 0.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 122 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 460 Total Subcatchment 1 S: Existing Hydrograph -- ■Runoff 6 5.85 efs Type III 24�hr 2-Year w. -------- -------- ----- - �Rair>f�lt�3 .�0�� ------- -_------- -.-- ------ -- -- Run©ff Area=5.790 'AC-- 4 _ R ur�offVolum� -0.�456�af w u i ----- ---------- Runoff Depth0.94'- LL 3 flow Lehgth=460' ----- --------- - - -- ----- ------- - --- r . _ s- -- ..... Tc --9.�4 in. . 2. CN=74 --------- ------ - ----- -------- -- -- ------- 1 0 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489510_Existing Type 111 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 H droCAD Software Solutions LLC Page 6 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 39.90% Impervious, Inflow Depth > 0.94" for 2-Year event Inflow = 5.85 cfs @ 12.15 hrs, Volume= 0.456 of �. Primary = 5.85 cfs @ 12.15 hrs, Volume= 0.456 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P: LP y ograp __ ;..._ ... -, ------ 1-5.85 �. ■Inflow s ; ■Primary 6 5.85 cfs :Inflow;Area=5.790 ac 5 4 -- - - - - - -- - - - -— -------- L? 3 - ------ ------ ------ -------- - - --------- ----- 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489S10_Existing Type ///24-hr 5-Year Rainfall=4.10" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 H droCAD Software Solutions LLC Page 7 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: Existing Runoff Area=5.790 ac 39.90% Impervious Runoff Depth>1.54" Flow Length=460' Tc=9.4 min CN=74 Runoff=9.75 cfs 0.741 of Pond 2P: LP Inflow=9.75 cfs 0.741 of Primary=9.75 cfs 0.741 of Total Runoff Area=5.790 ac Runoff Volume=0.741 of Average Runoff Depth = 1.54" 60.10%Pervious=3.480 ac 39.90%Impervious=2.310 ac i Existing Parking Lot 1993489S10_Existing ' Type 111 24-hr 5-Year Rainfall=4.10" Prepared by{enter your company name here) Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Existing Runoff = 9.75 cfs @ 12.14 hrs, Volume= 0.741 af, Depth> 1.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 5-Year Rainfall=4.10" Area (ac) CN Description 2:310 98 Paved parking, HSG B 2.060 61 >75% Grass cover, Good, HSG B 1.420 55 Woods, Good, HSG B 5.790 74 Weighted Average 3.480 60.10% Pervious Area 2.310 39.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 5.4 238 0.0110 0.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 122 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 460 Total Subcatchment 1S: Existing Hydrograph -- ------ - '-- -- ---- - ■Runoff 10 9.7 cs ......... - - Tyke al'l_24-hr 5 Year -- .._..,. --r - -- - - ------- - Rain - ---------- -------- --- ---- -------- ------- - - - - T-- Runoff Area 5.790_ac-___ 7 '' — R - - -- - -- -- - of uno o ume .' 6 4" _- -- - --LL-„Rllanof� D�pfh*1_.5------ ... 0 5 — 0' LL Flow Length-46 ----- ------- - .. ------- - - ------ ----------- 4 = Tc 9:4 min 3 : �N 74 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489510_Existing Type ///24-hr 5-Year Rainfall=4.10" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 H droCAD Software Solutions LLC Page 9 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 39.90% Impervious, Inflow Depth > 1.54" for 5-Year event Inflow 9.75 cfs @ 12.14 hrs, Volume= 0.741 of Primary 9.75 cfs @ 12.14 hrs, Volume= 0.741 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P: LP Hydrograph Infl ow S - -- ■Primary I 9.75 cfs 10 - .. f owj r�a•5 790 --�c-- - 9 , ,8 --- ----- --------- ---- --------- ---- - - --------- -------- ----- 7 i i-------- ---- - ------ ------- ---------- --------- --------- ------- -- 3 i i 0 5 ; LL 4 - ; ; ------- -------- --------- ------ -------- - - ------- --------- ------------------- 3 ; 2 - --------- ---- ------ - .... -;---------._.._------ -------- ---- - -- 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489S10 Existing Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 10 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: Existing Runoff Area=5.790 ac 39.90% Impervious Runoff Depth>1.97" Flow Length=460' Tc=9.4 min CN=74 Runoff=12.55 cfs 0.948 of Pond 2P: LP Inflow=12.55 cfs 0.948 of Primary=12.55 cfs 0.948 of Total Runoff Area=5.790 ac Runoff Volume=0.948 of Average Runoff Depth= 1.97' �. 60.10%Pervious=3.480 ac 39.90%Impervious=2.310 ac M Existing Parking Lot 1993489S10—Existing Type 111 24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 H droCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Existing Runoff = 12.55 cfs @ 12.14 hrs, Volume= 0.948 af, Depth> 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.70" Area ac CN Description 2.310 98 Paved parking, HSG B 2.060 61 >75% Grass cover, Good, HSG B 1.420 55 Woods, Good, HSG B 5.790 74 Weighted Average 3.480 60.10% Pervious Area 2.310 39.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 5.4 238 0.0110 0.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 122 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 460 Total Subcatchment 1S: Existing Hydrograph - - ------- ------- --- -------- 14 --- ;- - -- - --- --- - --- -- -- - - i i 12.55 cfs ■Runoff ----------; - - --- ------'------- 12 �. ; ---pr��1 - - =hr �1-b=Year-- - ----- ----------- - - -- ----------- - --------- -_----- --------- - ------- -------- - i : : - : Rairifall�-4.70" 10 ! - ---- ---__._Runoff i4rea-5.79------ --- 9 -- - - 8 . of - -° ---' + --- '-----------E -'-- ------------ -- - '-Runoff;\/o�ume-0:948�- ----- - ---- - - LL 6 Iovii Length=460' - - - - - -------- ------- ------- --- ----- ---- - ---------- . 5 ' ml 4 ! N— - 1 3 , : i ---- ---------- _2 -------._------------- - -------- - ----- - --- -- - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489510_Existing Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 12 Summary for Pond 2P: LP i [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 39.90% Impervious, Inflow Depth.> 1.97" for 10-Year event Inflow = 12.55 cfs @ 12.14 hrs, Volume= 0.948 of Primary = 12.55 cfs @ 12.14 hrs, Volume= 0.948 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P: LP yograp ----------. . ----------------_ ----- ------ ------ --------- 14 ---------- :.. Fs ino. S ■Primary -- - ; 13 - -+ 12.55 cfs -- - -- � -- Infi ow Aria= .790 i c 12 - -- - r- - - - - - -- -- ----- ' - -- 9 - - - - -- -- - - u - -' - -------- 7 i i - - - -------- ------- -------- - - - - - O i - ....: - - 5 = - - - - - - ---, -• -----------------. ....- -T 2 - - - -- - -- - -- - - 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489S10_Existing Type 111 24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 13 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: Existing Runoff Area=5.790 ac 39.90% Impervious Runoff Depth>2.57" Flow Length=460' Tc=9.4 min CN=74 Runoff=16.45 cfs 1.240 of Pond 2P: LP Inflow=16.45 cfs 1.240 of Primary=16.45 cfs 1.240 of Total Runoff Area=5.790 ac Runoff Volume= 1.240 of Average Runoff Depth=2.57" 60.10%Pervious=3.480 ac 39.90%Impervious=2.310 ac Existing Parking Lot 1993489S1O Existing Type Ill 24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2610 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: Existing - Runoff = 16.45 cfs @ 12.14 hrs, Volume= 1.240 af, Depth> 2.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area ac CN Description 2.310 98 Paved parking, HSG B 2-.060 61 • >75% Grass cover, Good, HSG B 1.420 55 Woods, Good, HSG B 5.790 74 Weighted Average 3.480 60.10% Pervious Area 2.310 39.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 5.4 238 0.0110 0.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 122 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 460 Total Subcatchment 1S: Existing Hydrograph ---------- ----------;------ 18 •..-------- --------'--------- ----- - - - ----- -- ---------- -- ------- - ------- --------- ---- ■Runoff i 1---- cfs 16 - .- ---,.- - >... - - - .---_-..7p _Jll'24_-fir-2 _-Year 15 -i----------'--------- -------- - --- ------ - - --... -------- ---------- .-... -- - -- : i 14 : — 13 - - - - ----- -------------------- ----- -- i"Z`t-uinoff Ar-ea.. .5.79D-ac 12 ---------- ----------'-------- - - - 11 — of -... .---------- - Ru�- off �o u lm 1 - ------- - - ,....- 10 ' De 7 . ;. n Runoff pt 9 ----------- - i r -- - -- ' -5 X I ._-.- �._-- -- � _ ---- _; -- ___ F o - Lean9th-A�fiO 7 g �"c�9:�# irrin - __,_....._--- -! - G.N. _-74 4 3 2 0 . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489510_Existing Type/1/24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 15 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 39.90% Impervious, Inflow Depth > 2.57" for 25-Year event Inflow 16.45 cfs @ 12.14 hrs, Volume= 1.240 of Primary 16.45 cfs @ 12.14 hrs, Volume= 1.240 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 213: LP Hydrograph :-------- - -------- --- ------- ----- ------ ----- - ------- ----------- -- ----------------- -------- _.. - 18 — - -- - - - S ■Primary 17 ;' - 5 -- • . _ , 16.45 cfs _ F Inf!©v����►r� 7�© �c 16 i i _ _ 15 -----------,------ ------------ ---- ------ ----- ---- 14 --- --: -- +------------------ ------ --------- _--- 12 -- 13 -r F F W ________ _______ ___... ______ __.._._ - co : i v ;. - - - - 9 LL 8 7- f -- ____.._ ______. -___-_-- ---- ----------------` 6 5 i -..._-----------------r------' --------- - - - - -------- ------ 4 3 -- - - - — - -------- -- -, - '-------------- 1 0 140 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489S10_Existing Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 16 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: Existing Runoff Area=5.790 ac 39.90% Impervious Runoff Depth>3.12" Flow Length=460' Tc=9.4 min CN=74 Runoff=19.95 cfs 1.506 of Pond 2P: LP Inflow=19.95 cfs 1.506 of Primary=19.95 cfs 1.506 of Total Runoff Area=5.790 ac Runoff Volume= 1.506 of Average Runoff Depth =3.12" 60.10/o Pervious=3.480 ac 39.90/o Impervious=2.310 ac Existing Parking Lot 1993489S10_Existing Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/21/2012 Hy_droCAD®9.10 s/n 06397 ©2010 H droCAD Software Solutions LLC Page 17 Summary for Subcatchment 1S: Existing Runoff = 19.95 cfs @ 12.14 hrs, Volume= 1.506 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.20" Area (ac) CN Description 2.310 98 Paved parking, HSG B 2.060 61 >75% Grass cover, Good, HSG B 1.420 55 Woods, Good, HSG B 5.790 74 Weighted Average 3.480 60.10% Pervious Area 2.310 39.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 5.4 238 0.0110 0.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 122 0.0769 1,39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 460 Total Subcatchment IS: Existing Hydrograph _... :-------- -... - - L ------------ --=---------... 22 - --- -- ------- -- ._---- - ------ _..--- ----- ------- --------- -------- -------- - --- --------- a. - -- - - - -- - I- -- -- -- - 21 i----------- ------- ;---------- -- 1995Cfs - .' ■Runoff 20 - -- -------- ------ -------- -------- ---- - 19 ': ---------- -- - - --------- ------- - --------------------- -- �Y1��.11t'24-hr-50- f6ar... 18 - - --------- ----- ---- -- ---- ---- - - ©n._.. - -------- - ---- ---- ----------- ----- -------- --------- -.... - ------ �Rairifatt�f.2 ZF 1123 16 ---------- -------- -------- --------- - --------- -- - : i 15 --- -..._ - Runoff area-5�790 4c 14 - .---------- ------ -------- - -- -- - - --d...,l -- ------- ----- --------- - - - --- -- - ------ -------- -------- ---------- --- ---------- - -.._-.. i i - -- - - -- - -- - p t�naf# pth�3 _ --- - LL 10 ------- - Q- 9 . ; -i- 8 --- -- ----- -------- - r ... .._...- -- -• -- .. �'c-9�.4 min ------ ------------- _ _... 6 - --------.----------.-...!----- ---------------- - -------- -------- ----- - - - - ----------- - ---- ---- ----- - ----_.---- ----------- 5 . 4 E - - - - ------- -------- ------ 3 i -------- .... -- ---- - -- - -- --------- --- - ----- -- - -- -- ---------- wpm 0- 5 6 7 8 9. 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489510 Existing Type Ill 24-hr 50-Year Rainfall=6.20" Prepared by(enter your company name here} Printed 2/21/2012 HydroCADO 9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 18 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 39.90% Impervious, Inflow Depth > 3.12" for 50-Year event Inflow = 19.95 cfs @ 12.14 hrs, Volume= 1.506 of Primary = 19.95 cfs @ 12.14 hrs, Volume= 1.506 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P: LP Hydrograph - - -- - --------------- -------- - - - 22 -----r - '------- - - ------ -- - ----------------. ----- --------- - - - Inflow s ■Primary 21 --- --- ------ 20 ,:=,.• ------ ------- -- - - 19.95cfs lnfo .Ar -a:=5�7 :Q:: c - 18 ------- --- ----- ------- ------- - -- - ------- -- 17 ---------- ------ --------- --- -------- ----- --------- - ----: - 15 -- - - - - - - - ^ 13 ----------- ---------------- —----------------- ----- ------- ----- -------- ---- --------- ----------- --i- -- - - ;-- -- --- - --------- .. ------ --- ------- --11 - ---- --------- - i o i 10 . - LL 9 -------- - ---- -------- _- -------- --.._..- „ 8 ; ..----- - - - - - - -- . 6 i - --------- ---- —- 5 -------- ----- -- -- ---- -------- 4 i i 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489S10 Existing Type ///24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 H droCAD Software Solutions LLC Page 19 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: Existing Runoff Area=5.790 ac 39.90% Impervious Runoff Depth>3.69" Flow Length=460' Tc=9.4 min CN=74 Runoff=23.53 cfs 1.780 of Pond 2P: LP Inflow=23.53 cfs 1.780 of Primary=23.53 cfs 1.780 of Total Runoff Area=5.790 ac Runoff Volume= 1.780 of Average Runoff Depth=3.69" 60.10%Pervious=3.480 ac 39.90%Impervious=2.310 ac Existing Parking Lot 1993489S10_Existing Type ///24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/21/2012 H_ ydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S: Existing Runoff = 23.53 cfs @ 12.14 hrs, Volume= 1.780 af, Depth> 3.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.90" Area ac CN Description 2.310 98 Paved parking, HSG B 2.060 61 >75% Grass cover, Good, HSG B 1.420 55 Woods, Good, HSG B 5.790 74 Weighted Average 3.480 60.10% Pervious Area 2.310 39.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 5.4 238 0.0110 0.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.5 122 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.4 460 Total Subcatchment 1S: Existing Hydrograph ---- ----------- -_... -------- ---------- ---"---- - ------ -------- ------- 26 i F__________________________________________________-----.._ ___ .________ ______-.._ __. 23.53 cfs '" '• ■Runoff 24 i --- ------------ ------- ------- ------- ----- - - T - - Y pe-iiF- 4=� hir-14b Year 22 -- - " - ---------- ------- ------ -- ------ ------ 20 — wu . i T - , ; � - ff rea5:-790" ----, R- n 18 ac ----------- --------- ----=--------- -------- -"---- ---- - V � �olume 17$0ofRano16 i 14 R of D ph3 C9"u 12 ' LL - _______.._ ----------- ____ .___ ___ _________ ___.._... ____ _ ___ ovv. Leln�th 460' ------------ 10 — --------- ._.. - - — - — ._.. -- ----- -- -' -- - - -- -- ---- Tc .94 nin 8 ' - - - -- - 74 6 � . - 4 - - - ------------ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Existing Parking Lot 1993489S10 Existing Type 111 24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/21/2012 HydroCAD®9.10 s/n 06397 ©2010 HydroCAD Software Solutions LLC Page 21 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 39.90% Impervious, Inflow Depth > 3.69" for 100-Year event Inflow _ 23.53 cfs @ 12.14 hrs, Volume= 1.780 of Primary 23.53 cfs @ 12.14 hrs, Volume= 1.780'af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P. LP -- - - - - -------- ----- -------- - --- ------._ --------------------- -------- ------- Hydrograph In i S 24 23.53 cfs ,,,,�, Inflow 20- ■Primary i inflow- -= - ----.... ------- ---..... ----- ............. -------- - -------- ----- ------ ------- - --- - -.:. 14 - -- - " 3 , u. ----------' i - ------- --- ---- ----- ---- ------- ----- - ---- -------- 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) soft File Path:J:\DWGXP93\93489GSIO\Civil\Plan\1993499SIOLDRA02.dwg layout:DRA-02 Platted:Wed,February 22,2012-4:39 PM User.RONALD BOMENGEN MS VIEW: LAYER STATE: Plotter:DWG TO PDF.PC3 CTB File:FO 2008 MONO.CTS m \ �fP N m ;> �( C t o m h\ o) m �Z D fl�� JJ 0 r' _ v oh ( � r /A vaL'�- [(}�i�I i'Y'f'. r� / x' - PARKING LU: zmz / /7'-L IX i «: x 2o°;.Uv N— -, � Qf(UA11110L j,Vhr�l/1'fNG LOT ����� �� � V V/f V —•. /, 17 �1 ' -7 7 2- v- n k ,r Li Z';i ! \ \. .a z05.24 �1 spa., ._ ..:__-�'^—.__. -D >A TICKET NETWORK SCALE: ® m HORZ.: 1-30- Na PROPOSED WATERSHED AREA ' SS 8L0'mi�,I.. DATUM:VERT, HORZ.: MA CHEST R,ROAD VERT.: 6 83 GERBER ROAD M0,6462 sTER coDm ECTICOr odoao ® 860.6462469 30 15 0 30 N °1 anaw.fand— xx/xx xx SOUTH WINDSOR CONNECTICUT GRAPHIC SCALE No'. DATE DESCRIPTION DESIGNER REVIEWER 1 V emporary 5P 45 DP Around Parking 2P LP SubCa Reach on �Itlk Drainage Diagram for 1993489S10_Proposed_temp_100yr Prepared by{enter your company name here}, Printed 2/22/2012 HydroCAD®9.10 sln 05128 ©2009 HydroCAD Software Solutions LLC 1993489510 Proposed_temp_100yr Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.320 55 Woods, Good, HSG B (1S,4S) 1.690 61 >75% Grass cover, Good, HSG B (1S,4S) 0.600 85 Gravel roads, HSG B (1S) 2.180 98 Paved parking, HSG B (1S) 5.790 TOTAL AREA 1993489S10 Proposed temp_100yr Prepared by{enter your company name here} Printed 2/22/2012 ( HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 5.790 HSG B 1S, 4S 0.000 HSG C 0.000 HSG D 0.000 Other 5.790 TOTAL AREA 1993489510_Proposed_temp 10Oyr Type 11124-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 4 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: Temporary Runoff Area=4.430 ac 49.21% Impervious Runoff Depth>1.36" Flow Length=501' Tc=7.7 min CN=81 Runoff=7.05 cfs 0.502 of Subcatchment 4S: Around Parking Runoff Area=1.360 ac 0.00% Impervious Runoff Depth>0.32" Flow Length=442' Tc=16.1 min CN=59 Runoff=0.25 cfs 0.036 of Pond 2P: LP Inflow=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Pond 5P: DP Peak Elev=201.13' Storage=23,417 cf Inflow=7.11 cfs 0.538 of Outflow=0.00 cfs 0.000 of Total Runoff Area=5.790 ac Runoff Volume=0.538 of Average Runoff Depth= 1.11" 62.35%Pervious=3.610 ac 37.65%Impervious=2.180 ac 1993489510_Proposed_temp_100yr Type/1/24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Temporary Runoff = 7.05 cfs @ 12.11 hrs, Volume= 0.502 af, Depth> 1.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 2.180 98 Paved parking, HSG B 0.850 61 >75% Grass cover, Good, HSG B 0.600 85 Gravel roads, HSG B 0.800 55 Woods, Good, HSG B 4.430 81 Weighted Average 2.250 50.79% Pervious Area 2.180 49.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment IS: Temporary Hydrograph ---- ------ -- - - -- --------- -- --- - -------� ------� -..._ 7 05 cfs Runoff 7 " Type III 24hr 2-Year - 6 Rainfall ------- 2011 un b off Area-4--- ac 5 RunoffNolume=0.502 of v . Runoff Qe'pth�'�.� 46" LL ------.-----r__..... --- --- - - -- :-------- --- ------ - flow Leh�th 501 3 T,c=717 min ---- ._.. ---------- -- ------- ----... -------- - - - 27 GWRI 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489S10 Proposed temp_100yr Type 11124-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: Around Parking Runoff = 0.25 cfs @ 12.38 hrs, Volume= 0.036 af, Depth> 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 0.840 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B 0.000 85 Gravel roads, HSG B 1.360 59 Weighted Average 1.360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.0760 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.1 442 Total _ Subcatchment 4S: Around Parking , Hydrograph _...- - - --------- __-- ----------:- __--- --------- ----- ------ ------- - ----- ------- ------- ------ 0.26 ' 0.25 cfs ■Runoff ---------- -------- ---- 0.24 -- - - - - IT pe Ili4*hr =Year -- - ->----------.--------- --- -------- ------- ------- ..-- -------- - - - - y - 0.22 - Rain'fall�-3. 0' - ----- -- -- - --------- -. _. ------------- ----- ------- -- ------ - u.n4ff- ►rea 1. 60..A- ---- C ._. 0.18 ' ----------- - - - ------ - 0.16 ---- ------ i " 0.14 i i : ---- ------ ---- - . - F iow--Lenh44- LL 0.12 ------------------ g---------- ------- --------- ----- -- - --- - ---- - --- TC�161min0.1 ------ ---- ------ - ----- -------- ---------------- - - 0.08 _ 0.06 -- -- --------- ---- - - -------- --- --------- - ----- ----- ------ 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489510 Proposed_temp_100yr Type/1/24-hr 2-Year Rainfall=3.20" iPrepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 7 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 37.65% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P: LP Hydrograph 1 ■Inflow ■Primary of low Ari 90 a=5.7c w LL 0.00 fs 0:00 cfs 04 - 11 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489SI O Proposed temp_100yr Type 11124-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 8 Summary for Pond 5P: DP Inflow Area = 5.790 ac, 37.65% Impervious, Inflow Depth > 1.11" for 2-Year event Inflow = 7.11 cfs @ 12.12 hrs, Volume= 0.538 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/3 Peak Elev= 201.13' @ 20.00 hrs Surf.Area= 8,210 sf Storage= 23,417 cf Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Stora e Storage Description #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) _ (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=197.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 1993489510_Proposed temp 100yr Type/1/24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 9 Pond 5P: DP Hydrograph - - - ._..__... - - Inflow - - 7.11 cfs !.... - - ■Primary Inflows Area=5.7' -- �eak���lev�2� 13t 6 i ------ t — f ■ _ -� orag��-�3;417 - ■ - ---.- - ----- ----- - -- - -- - 5 3 4 -- ------ ------ -- - -- ------ --------- - - -- ---...---- ------- -.....-- LL ------------------'------------ ----------------I ---------- -- - -------- - 2 1 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1993489510 Proposed temp_100yr Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 10 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: Temporary Runoff Area=4.430 ac 49.21% Impervious Runoff Depth>2.54" Flow Length=501' Tc=7.7 min CN=81 Runoff=13.16 cfs 0.938 of Subcatchment 4S: Around Parking Runoff Area=1.360 ac 0.00% Impervious Runoff Depth>0.95" ' Flow Length=442' Tc=16.1 min CN=59 Runoff=1.06 cfs 0.108 of Pond 2P: LP Inflow=1.57 cfs 0.410 of Primary=1.57 cfs 0.410 of Pond 5P: DP Peak Elev=201.72' Storage=28,498 cf Inflow=13.78 cfs 1.046 of Outflow=1.57 cfs 0.410 of Total Runoff Area=5.790 ac Runoff Volume= 1.046 of Average Runoff Depth=2.17" 62.35%Pervious =3.610 ac 37.65%Impervious=2.180 ac 1 1 1993489S10_Proposed temp_100yr Type Ill 24-hr 10-Year Rainfall=4.70". Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Temporary Runoff = 13.16 cfs @ 12.11 hrs, Volume= 0.938 af, Depth> 2.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (ac) CN Description 2.180 98 Paved parking, HSG B 0.850 61 >75% Grass cover, Good, HSG B 0.600 85 Gravel roads, HSG B 0.800 55 Woods, Good, HSG B 4.430 81 Weighted Average 2.250 50.79% Pervious Area 2.180 49.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total ' Subcatchment 1S: Temporary Hydrograph ----------I -------- ----------------- - ---- - ---- -- -------- ------ --------- ------- ------- -------- 14 ; 13.16 cfs Runoff 13 i i i -;. - - - - ------------_ ----------- - -._..TY-p -111-24.-t r_lo- Year_---- 12 -- - -- - - - -.... -- ------ - - ---------- - - . _----------____-------- ___________------___-------------------�___.....___i.__...._ ._______ I _._.. _ ' unb f crea=4:_ 30 ,_a c___ 10 - 9 � R --vino V ume=0.938 of -. 8 : -- -- - - - ------_--- '-Rlunof�.Depth�2.-54" 7 ;- - -------- - -- - _ 1 LL ------------------------------ ------ ---- ----------- -------------- -__ ___-�_ __..__ 6 •' ! ! ! _ 5 TC—�.7 1711 n -- - - - ----- - ----- .. - --------- - - --------- - --------- _ 81 r -, CN 4 - -------- ---------- --....-------------- ------- - ---._- ------- ----- ---------- • -------- r 3 2 - -------- - - ------- - - --------- - - 0 5 .6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489S10_Proposed temp_100yr Type 111 24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 4S: Around Parking Runoff = 1.06 cfs @ 12.26 hrs, Volume= 0.108 af, Depth> 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (ac) CN Description 0.840 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B 0.000 85 Gravel roads, HSG B. 1.360 59 Weighted Average 1.360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.0760 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps , 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.1 442 Total Subcatchment 4S: Around Parking Hydrograph , ■Runoff 1.06 ds -----------I------- -- ----------- --_- - - - - 1 . 11 �'yp+� t 24=t >r� 'I�-1fe�ar Rainfall=4.10" Run'Off Area=1.360 sac Runoff;Volumd=0.108 of Runoff Depth�0.95" Flow Length=442' Tc=161 rain CN=59 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489510 Proposed temp 100yr Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 13 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 37.65% Impervious, Inflow Depth > 0.85" for 10-Year event Inflow = 1.57 cfs @ 13.07 hrs, Volume= 0.410 of Primary = 1.57 cfs @ 13.07 hrs, Volume= 0.41Oaf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P: LP Hydrograph ■In—flow 11 S ■Primary Iriflowr Areai=5.790 1.57 cfs 1 -- - - -- ------------- - - _- - ------ --------- ,� 1 0 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 i 1993489S10 Proposed temp_100yr Type 111 24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 14 Summary for Pond 5P: DP Inflow Area = 5.790 ac, 37.65% Impervious, Inflow Depth > 2.17" for 10-Year event Inflow = 13.78 cfs @ 12.12 hrs, Volume= 1.046 of Outflow = 1.57 cfs @ 13.07 hrs, Volume= 0.41Oaf, Atten= 89%, Lag= 57.3 min Primary = 1.57 cfs @ 13.07 hrs, Volume= 0.410 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/3 Peak Elev= 201.72' @ 13.07 hrs Surf.Area= 9,012 sf Storage= 28,498 cf Plug-Flow detention time= 218.2 min calculated for 0.410 of(39% of inflow) Center-of-Mass det.,time= 126.3 min ( 920.1 - 793.8 ) Volume Invert Avail.Storage Storage Description #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf,Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 , 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=1.53 cfs @ 13.07 hrs HW=201.72' (Free Discharge) 't-1=Broad-Crested Rectangular Weir (Weir Controls 1.53 cfs @ 1.03 fps) 1993489S10_Proposed_temp_100yr Type 111 24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 15 Pond 5P: DP Hydrograph ■Inflow 15 13.78 cfs ■Primary ---- _.. -- ---i---------- --- - a= � 90c- 14 inf lo- Ark - ------- ------- ----- --__... -- .._. ------ - - - e -- _. 12 eaik-�� v�24 - - - 11 -- -_ age= tor- _ �8;4�9� cf _-- 10 - - ------ ------ - - ------- ------ - --- -- - - . - r w i ------ ----- -------- ° -- - --- - ------ - -------- - - 7 . LL 5 . 4 ,- --r------- ------- -- - - - ... ------ --- 3 -; --- -- 1.57 2 cfs 1. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) r 1993409510 Proposed_temp_100yr Type/1/24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 16 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: Temporary Runoff Area=4.430 ac 49.21% Impervious Runoff Depth>3.21" , Flow Length=501' Tc=7.7 min CN=81 Runoff=16.55 cfs 1.186 of Subcatchment 4S:Around Parking Runoff Area=1.360 ac 0.00% Impervious Runoff Depth>1.38" Flow Length=442' Tc=16.1 min CN=59 Runoff=1.61 cfs 0.156 of Pond 2P: LP Inflow=5.89 cfs 0.705 of , Primary=5.89 cfs 0.705 of Pond 5P: DP Peak Elev=201.90' Storage=30,140 cf Inflow=17.57 cfs 1.342 of Outflow=5.89 cfs 0.705 of Total Runoff Area=5.790 ac Runoff Volume= 1.342 of Average Runoff Depth=2.78" 62.35%Pervious=3.610 ac 37.65%Impervious=2.180 ac 1993489S10_Proposed temp_100yr Type ///24-hr 25-Year Rainfall=5,50" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software.Solutions LLC Page 17 Summary for Subcatchment 1S: Temporary Runoff = 16.55 cfs @ 12.11 hrs, Volume= 1.186 af, Depth> 3.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description 2.180 98 Paved parking, HSG B 0.850 61 >75% Grass cover, Good, HSG B 0.600 85 Gravel roads, HSG B 0.800 55 Woods, Good, HSG B 4.430 81 Weighted Average 2.250 50.79% Pervious Area 2.180 49.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 1 S: Temporary Hydrograph ------------ ------- --------- --------- - - ---------- ---------- ----------- ------- - - 18 _-- - ----- -------- -... -- - - 16.55 cfs Runoff 16 ='... - - - p III_24_=hr_25-Year T Y 15 ------' --' - - - - - - i 14 i . ailrt r 13 "" ----- ---------.__-._...----------- ----- ------ - r runoff Area 4r430...ac- 12 !.-.. ._..... - -�....� ------------- ------ ------- ----------- - ----- ------- --------- -------- -------- --- - ----- -------- i 11 : a ' - F Ril rtof---Depth>1-2 9 - ------'--------- -------- -- - ---- - - - -- o -------- — -------- ----- - --- -------------------- ------- ------- -- - ---- -------- 9 7" - -- - - - - - ------- ------ -C=7 in-- 6 71mirr g ; ...------- -- - --------- - --------- - ------- - - ---- --;-------- ------ - ------- - -- ------- - - --_.... i 4 3 ___.. _..-_. ------- _.. _.. _. 2 . --------- ----- - - ----- - ------------------ --------- ...... 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489S10_Proposed temp 100yr Type/1/24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 4S: Around Parking Runoff = 1.61 cfs @ 12.25 hrs, Volume= 0.156 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description 0.840 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B 0.000 85 Gravel roads, HSG B 1.360 59 Weighted Average 1.360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.0760 0.29 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.1 442 Total Subcatchment 4S. Around Parking Hydrograph , ■Runoff 1.61 cfs Type III 24-fir 2$-Year Rair faIP-5.50" Iunpff Area=1.360 lac R.0 off_uQlunn _-Q,1-55.af---- Runoff Depth>1.38" LL Row Length=442' Tc=161 rain CN=59 ' 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489S10_Proposed temp_100yr. Type ///24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 19 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.790 ac, 37.65% Impervious, Inflow Depth > 1.46" for 25-Year event Inflow = 5.89 cfs @ 12.49 hrs, Volume= 0.705 of ' Primary = 5.89 cfs @ 12.49 hrs, Volume= 0.705 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Pond 2P: LP Hydrograph - -' -- - - -- - ----- ----- ----------- ■Inflow s i.. i -- _ Primary 6 5.89 cfs 'Iof1: Aria=5.790 c .... - ---------------------- --- -- - __ -- -- - - 5 -- - - - - 4 N I 3 2 - - -- ------- ----- ---- 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' Time (hours) 1993489S10 Proposed_temp_100yr Type/1/24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 20 Summary for Pond 5P: DP Inflow Area= 5.790 ac, 37.65% Impervious, Inflow Depth > 2.78" for 25-Year event Inflow = 17.57 cfs @ 12.11 hrs, Volume= 1.342 of ' Outflow = 5.89 cfs @ 12.49 hrs, Volume= 0.705 af, Atten= 66%, Lag= 22.4 min Primary = 5.89 cfs @ 12.49 hrs, Volume= 0.705 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/3 , Peak Elev=201.90' @ 12.49 hrs Surf.Area= 9,263 sf Storage= 30,140 cf Plug-Flow detention time= 165.5 min calculated for 0.702 of(52% of inflow) Center-of-Mass det. time= 84.5 min ( 873.2- 788.6 ) I. Volume Invert Avail.Storage Storage Description , #1 197.00' 46,815 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) ' 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 . 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=5.82 cfs @ 12.49 hrs HW=201.90' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 5.82 cfs @ 1.61 fps) 1993489S10 Proposed_temp_100yr Type 11124-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 21 Pond 5P: DP Hydrograph -------------_.._._"..... - -- ------ - --- -.... - - inow 19 17.57 cfs ■Primary -- -- - i t� nftovu A��a -��790-�c-- 17- i _ __ ---- _ -- _-- _ -_ _ _ • 16 ; w. 15 ; 14 - - --- i : 13 • r _ _. - 12 ' 11 ------------ 10 - -- -------... ------ -- - - -- - - - - _..- - -- c 9 ------ _..... -- - - ------ ---- -------- -- -------- 8 7 '" ---- 6 ; ---- ---- - ----- 5.8�cfs - -- ----- --------- ----- ------- ------ -- - ----- 5 4 3 . - --------------- ---------- --------- --------------- ------ ---- ----- 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489510 Proposed temp_100yr Type 111 24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 22 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: Temporary Runoff Area=4.430 ac 49.21% Impervious Runoff Depth>3.82" Flow Length=501' Tc=7.7 min CN=81 Runoff=19.54 cfs 1.409 of Subcatchment 4S: Around Parking Runoff Area=1.360 ac 0.00% Impervious Runoff Depth>1.78" Flow Length=442' Tc=16.1 min CN=59 Runoff=2.15 cfs 0.202 of Pond 2P: LP Inflow=10.37 cfs 0.974 of , Primary=10.37 cfs 0.974 of Pond 5P: DP Peak Elev=202.04' Storage=31,450 cf Inflow=20.96 cfs 1.611 of ' Outflow=10.37 cfs 0.974 of Total Runoff Area=5.790 ac Runoff Volume= 1.611 of Average Runoff Depth=3.M' 62.35%Pervious =3.610 ac 37.65%Impervious=2.180 ac ' 1993489S10 Proposed temp_100yr Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1S: Temporary Runoff = 19.54 cfs @ 12.11 hrs, Volume= 1.409 af, Depth> 3.82" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.20" Area (ac) CN Description 2.180 98 Paved parking, HSG B ' 0.850 61 >75% Grass cover, Good, HSG B 0.600 85 Gravel roads, HSG B 0.800 55_ Woods, Good, HSG B 4.430 81 Weighted Average 2.250 50.79% Pervious Area 2.180 49.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total ' Subcatchment 1S: Temporary Hydrograph ----------- -- .._..... -------'--------- -------- --------- ----- ----- ------- - ----- ------- --------- 21 ---- --- '---- - ----- ---- ------- -- - -- -- ------ ------- _i ' i 20 19.54 cfs... - - - -- -- --- ----- ----:------_------- - - - - �Runoff 19 - - ----------- --- --- - -— -- - , 7y la I-24-h r -5Q-Year 18 - - - - -------- -----------._v_.._..._ - _ 16 -- - - - 15 --------------- - T------- -------- ---- -- --- -- ---- - ----- --(CZC.._ - �tu�off-Area.._ 4.�30 14 - ---.... -- --- --- --- - ------ --------- ------- ------ ----------- ----- --------- --------�-� ---- ------- i 13 ���� Y�1�� � .i4V�7��f - 12 -- - = _.' --- --------- ------------------ �fl�_.__. L11 .• -- - ------------- ------ ----- --- - L.. : urroff�D�pth�3:8 10 - .... - - - aL i i 9 -------- . ..;. _ Dili/ : 1 7 _..-- ------ �C=T--� f11fn 6 - - - _... - - - - _..- = ; ------------ ----- ----- ----- ---------- ----- --------- ------ 4 ! -------- - 3 - - -- -... - ---- ------ 2 ----------------- --------- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' Time (hours) 1993489S10 Proposed_temp_100yr Type 111 24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 , HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 4S: Around Parking Runoff = 2.15 cfs @ 12.24 hrs, Volume= 0.202 af, Depth> 1.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Type III 24-hr 50-Year Rainfall=6.20" Area (ac) CN Description 0.840 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B ' 0.000 85 Gravel roads, HSG B 1.360 59 Weighted Average 1.360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.0760 0.29 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.1 442 Total Subcatchment 4S: Around Parking Hydrograph ■Runoff 2.15 cfs 2 ------ YP , Rainfall=6.20" Run 'Off Area=1.360 ac Runoff Vollumd=0.2021 of ' w Runoff Depth>1.78" - =---------------------.--------------------- ------- - - --- - LL -Ftov r Lehgth-44-2` 1 Tc=161 rain eN=59 ' 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 , Time (hours) 1993489510 Proposed_temp_100yr Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 25 ' Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) ' Inflow Area= 5.790 ac, 37.65% Impervious, Inflow Depth > 2.02" for 50-Year event Inflow = 10.37 cfs @ 12.35 hrs, Volume= 0.974 of Primary = 10.37 cfs @ 12.35 hrs, Volume= 0.974 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 2P: LP Hydrograph '--- -- ...- -- - - -.. yFM w-w s ■Primary 11. - _ - - °.37 ifs inflow Ar a= �790 ac 1 -- - - - --- - -- - -10 --- 9 --- -------- ------------ -------- ----- ------ 8 - .- ------ - - --- --- . 7 6 -------- --------- --------- ---- - ------ ---- ----- 3 ' o . 5 : 3 ------------------ -__.__ ------------- _____----------- -------------------- --------- 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1993489S1®_Proposed temp_100yr Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 1 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 26 Summary for Pond 5P: DP ' Inflow Area = 5.790 ac, 37.65% Impervious, Inflow Depth > 3.34" for 50-Year event Inflow = 20.96 cfs @ 12.11 hrs, Volume= 1.611 of ' Outflow = 10.37 cfs @ 12.35 hrs, Volume= 0.974 af, Atten= 51%, Lag= 14.4 min Primary = 10.37 cfs @ 12.35 hrs, Volume= 0.974 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/3 Peak Elev= 202.04' @ 12.35 hrs Surf.Area= 9,462 sf Storage= 31,450 cf Plug-Flow detention time= 142.0 min calculated for 0.970 of(60% of inflow) I Center-of-Mass det.time= 67.3 min ( 852.1 - 784.8 ) Volume Invert Avail.Storage Storage Description 1 #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area 1 (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 1 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices ' #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 ' Primary OutFlow Max=10.32 cfs @ 12.35 hrs HW=202.04' (Free Discharge) L1=113road-Crested Rectangular Weir (Weir Controls 10.32 cfs @ 1.94 fps) i 1 1 1 1 1 1 1993489SI O Proposed_temp 100yr Type ///24-hr 50-Year Rainfall=6.20" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 27 Pond 5P: DP Hydrograph --- ---- - - ---- ....... _.. ' Inflow ■ 23 - - 20.96 Cfs ■Primary - .. 22 --- ' 21 .. I __ :Inflow Aria----- -a:c----- 20 -..-----'-------------- T--------- -------- - ------ - -- r ---------- --- - - - - --- - -i-- 17 ----'--------- to! gi 15 = - - - - --- ---- --- ----- - ------ --------- ----- ------- - -------- " —------ ------- ... - ------- - --- - - -- - 14 13 12 --- 3 10.37 efs 0 11 - .. _---- �- ------ ----- ------ ----- ------ ---- ------ 10 - --- -------- ----- -- - ------ ------- - ------ --------- 9 , 7 - - - ------ -------- ------- ------- ------ --------- ----- _----------- - ------- ------ - ------- 6 ----- ------ - -------- ------------------ -------- --------- - ------------------ --------- --- '- - - -------- ----- ---- -...---- -------- - --------- 5 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' Time (hours) 1993489S10_Proposed_temp_100yr Type ///24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 28 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: Temporary. Runoff Area=4.430 ac 49.21% Impervious Runoff Depth>4.43" Flow Length=501' Tc=7.7 min CN=81 Runoff=22.54 cfs 1.635 of Subcatchment 4S: Around Parking Runoff Area=1.360 ac 0.00% Impervious Runoff Depth>2.22" ' Flow Length=442' Tc=16.1 min CN=59 Runoff=2.72 cfs 0.252 of Pond 2P: LP Inflow=15.78 cfs 1.248 of Primary=15.78 cfs 1.248 of Pond 5P: DP Peak Elev=202.18' Storage=32,719 cf Inflow=24.39 cfs 1.887 of ' Outflow=15.78 cfs 1.248 of Total Runoff Area=5.790 ac Runoff Volume= 1.887 of Average Runoff Depth =3.91" 62.35%Pervious=3.610 ac 37.65%Impervious=2.180 ac ' 1993489S10 Proposed_temp_100yr Type 11124-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 1S: Temporary Runoff = 22.54 cfs @ 12.11 hrs, Volume= 1.635 af, Depth> 4.43" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.90" ' Area (ac) CN Description 2.180 98 Paved parking, HSG B 0.850 61 >75%Grass cover, Good, HSG B 0.600 85 Gravel roads, HSG B 0.800 55 Woods, Good, HSG B 4.430 81 Weighted Average 2.250 50.79% Pervious Area 2.180 49.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total, Subcatchment 1 S: Temporary Hydrograph ----------------------+-- w-- ' 24 ■Runoff 22.54 cfs_ -- -------------------- --------- ---- --------- - ----- 22 Type II114-hr 100-Year - - - ------- ------- - -------- -- - 20 1=6 airifal .9 i- 18 _— -----—_. -- - .. -------- -- ----- ---------- !--- -....---- ----------- ...--- - -------- Runoff p►rea ,4.430 ac 16 - -R uno f- /o lu m----b-- 1,635of— - a 14 i i -------- ------;--------- -- - _. - -Runoff_Dth>4.43" 0 12 - ---------, --- ------ ---- - ---- --------Fa- v�- o = -- Length...5Q1 10- . - - - -w -- - -- - -- Yc-7�.� min . 8 . ----- - --- -- - - - - 6 . 4 ---- - - -- --- ----- --------:_------- -- ------ ------- ---- - -------- ------------ - 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' Time (hours) 1993489S10 Proposed temp_100yr Type/1/24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here) Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 4S: Around Parking ' Runoff = 2.72 cfs @ 12.24 hrs, Volume= 0.252 af, Depth> 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.90" Area (ac) CN Description t 0.840 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B ' 0.000 85 Gravel roads, HSG B 1.360 59 Weighted Average 1.360 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.0760 0.29 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.1 442 Total Subcatchment 4S. Around Parking _-_____--_-_ _ ____-__;_ __-- i Ay ograp 3 ■Runoff 2.72 cfs Type 111 24-hr 100-Year ' Rainfall=6.90" ------ ----------- ------- - - ---- - ------ _�unOff Area -'l.$60 ac ' 2 Runoff'Vol'umd=0.252 of 4 Runoff De'pth:1�2.22" U. Flow' Length-442 T 'l 1 CN= 9 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1993489510 Proposed_temp_100yr Type 111 24-hr 100-Year Rainfall=6.90" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 31 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area= 5.790 ac, 37.65% Impervious, Inflow Depth > 2.59" for 100-Year,event Inflow = 15.78 cfs @ 12.26 hrs, Volume= 1.248 of Primary = 15.78 cfs @ 12.26 hrs, Volume= 1.248 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Pond 2P: LP Hydrograph ------ ------ - -- - -'--- - - - ----------------- ------- -------- ----- ---------------- ------------.----- - ----- ------ --- __ 17 :' Primary S ■PFE rim " _-- _--- - _; 16 ! a=15.79© Ci ,5.7a cfs r nffiw Ark - ..... - ------- ------- - - ------- -------- 14 -------- 13 -- r ---------- -------- ----- ----- - ------- 12 ! ----- ------- --------- ------- ------ ------ ----- ----------- -----------..._._..__...---- .-{ -------- ----i ----- ---- ------" --- ------------ -- ---- ------- -...-. 10 . .� 9 ---- --r -- - - --i i --- ------- ------ ---------- - ------ ------- ----- ---- ---------- ------- 0 8 : 7 ..___-_.--_ 1_______.._.:_-_-_-----_____.__ ___..__�_______. _.._. 6 --. ------- - ------ - ----- -------- ------ ------------------- 5 ' 4 . - - - - - ;.. ----------------- ------- ---------- -------+------------!---_...-- 2 -..-'_-..._.. —+ 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' Time (hours) 1993489510 Proposed temp_100yr Type 111 24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 32 Summary for Pond 5P: DP ' Inflow Area = 5.790 ac, 37.65% Impervious, Inflow Depth > 3.91" for 100-Year event Inflow = 24.39 cfs @ 12.11 hrs, Volume= 1.887 of ' Outflow = 15.78 cfs @ 12.26 hrs, Volume= 1.248 af, Atten= 35%, Lag= 8.8 min Primary = 15.78 cfs @ 12.26 hrs, Volume= 1.248 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 202.18' @ 12.26 hrs Surf.Area= 9,654 sf Storage= 32,719 cf Plug-Flow detention time= 127.2 min calculated for 1.243 of(66% of inflow) Center-of-Mass det. time= 57.5 min ( 839.0 - 781.5 ) Volume Invert Avail.Storage Storage Description ' #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 378.6 4,958 8,820 6,323 ' 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 ' 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices ' #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=15.54 cfs @ 12.26 hrs HW=202.17' (Free Discharge) ' t1=Broad-Crested Rectangular Weir (Weir Controls 15.54 cfs @ 2.26 fps) 1993489S10_Proposed_temp 100yr Type/1/24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 33 ' Pond 5P: DP Hydrograph _- 24.39 cfs ■Inflow 26-' ' ...___anf�_ow Ar�.a-5 7�.0_.A0---.. Primary '� i ---- - --- i - Peak Ellev 2Q2- 11$' ---- 20 - - - -- ------ -- -- - : 18 --- -------- - --- - --- - -------- --..w orate , .z19--- 1 ' ----- --------- - ------ I- -- - -------- -- ---- ---- -------- , 15.78 cfs -s w o 14- - ------- 0 i - - --- - ---- - --12 - ------_ -------- ------ - - 10 - - - - --- -- -- _ ------ --- ....._.. -------- ----- -------- ----- -- -------------- 4 j ... .._i_-..... - - -- ---- --------- ------ -------- --------- t 2 oIr 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) File Path:J:1DWG1P9193489\S101Civi8Plan\1993489S10_DRA02.dwg Layout:DRA-03 Plotted:Wed,Fehruary22.2012-4:39 PM User.RONALD BOMENGEN MS VIEW: LAYER STATE: Plotter:DWG TO PDF.PC3 CiB File:FO 2008 MONO.CTB y, m \ N z /\,,\ 41 Z D m VwJ npo4'`0 \,^' motif/, f / c♦ ` �� N ♦' \,. .aid '1 rfr ,%`'�� � Iti z : - Y — `.�`� 'f'f ,i PARKINr LOT 17 (3 r;. I, � � I �,il T�s•. PA''i F( i / } II if m 4 / r o ,I u ( 0 a4v - HIT. PAr ICING LOT / z I♦ I z I •,� ♦ A \�� A ` - it / I ZZ a ^ r f 11 r r- t .iy x �` A o ft .sae•- k ., I CT LA DSc'"wr �"^ _ \ ♦/ J.. x53.2 Y 7 w!i O 0 c'li x°'7R , SCA- k ti ® n z TICKET NETWORK scALE: 71 FUSS&O'NEIUDATUM:VERT.: FUTURE WATERSHED AREA i'S� HORZ: 146 EMRTFORD ROAD VERT, 83 GERBER ROAD 860.646.2469 IBS MCONNECTICUT06040 3p 1s o ao �-y N r/Y wWlv.f aO.COID r•/`✓ SOUTH WINDSOR CONNECTICUT GRAPHIC SCALE 1. No. I DATE DESCRIPTION DESIGNER REVIEWER 1S Future A 4S DP Around Parking z2P LP SubCa Reach on Ljnk Drainage Diagram for' 1993489S10_Proposed—future 100yr Prepared by{enter your company name here}, Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC 1993489510_Proposed future_100yr Prepared by {enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 2 Area Listing (all nodes) ' Area CN Description (acres) (subcatchment-numbers) 1.280 55 Woods, Good, HSG B (1S,4S) 1.120 61 >75% Grass cover, Good, HSG B (1S,4S) 0.030 85 Gravel roads, HSG B (1S) 3.350 98 Paved parking, HSG B (1S) 5.780 TOTAL AREA 1993489510_Proposed_future_100yr Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 5.780 HSG B 1S,4S 0.000 HSG C 0.000 HSG D 0.000 Other 5.780 TOTAL AREA 1993489510 Proposed future_100yr Type/1/24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 4 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Future Runoff Area=4.680 ac 71.58% Impervious Runoff Depth=1.91" Flow Length=501' Tc=7.7 min CN=87 Runoff=9.78 cfs 0.747 of Subcatchment 4S: Around Parking Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=0.34" ' Flow Length=442' Tc=18.1 min CN=58 Runoff=0.17 cfs 0.031 of Pond 2P: LP Inflow=0.34 cfs 0.149 of Primary=0.34 cfs 0.149 of Pond 5P: DP Peak Elev=201.64' Storage=27,745 cf Inflow=9.79 cfs 0.778 of ' Outflow=0.34 cfs 0.149 of Total Runoff Area=5.780 ac Runoff Volume=0.778 of Average Runoff Depth= 1.62" 42.04%Pervious =2.430 ac 57.96%Impervious=3.350 ac 1993489S10_Proposed future_•100yr Type ///24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Future Runoff = 9.78 cfs @ 12.11 hrs, Volume= 0.747 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (ac) CN Description 3.350 98 Paved parking, HSG B 0.540 61 >75% Grass cover, Good, HSG B 0.030 85 Gravel roads, HSG B 0.760 55 Woods, Good, HSG B 4.680 87 Weighted Average ' 1.330 28.42% Pervious Area 3.350 71.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 1S: Future Hydrograph -----`- - ...........---- - -- -- --- ----- - `_.. ' -- - 9.78 cfs ' Runoff i 10 - - ----- 1 4�h 9 yp� aII � :r 24eal - - i _r i 8 , .;...vino f Area .-G$0_a�--- 7 -- 4 .T e0 6 _ �• aunciff Vo[ulm ' .747 -- hy1 5 .11 h=5 1 4 i i i - --. c77�� min- 3 . -- ; m 2 1 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1 1993489S10 Proposed future 100yr Type ///24-hr 2-Year Rainfall=3.20" Prepared by{enter your Company name here} Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: Around Parking Runoff = 0.17 cfs @ 12.45 hrs, Volume= 0.031 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs r Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 0.580 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B 1.100 58 Weighted Average 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking Hydrograph --- -- - --- 0.18 -y ------ -.-..,.- ,.. ---- - i 0.17 0.17 cfs i i ■Runoff 0.16 ! - ----'-- Typ 24 2Y�C1----- i ': i • 0.15 'y-'� I i i ; 0.14 i i 0.13 Z - i i : 0.12 ----- - -- -- 0.11 i i- - ;. - Z " c 0.09 I------ ------ ; .L ` 47 LL i -- - -- - - -- ------ - �0 , 0.08 " i 0.07 - + --:-- 1- - + ---- ow- �. 0.06 0.05 ' F. 0,04 j. 0.03 - .---- -.L_.._... - 0.02 ------------ 0.01 - 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489510 Proposed future_100yr Type ///24-hr 2-Year Rainfall=3.20" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 7 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 0.31" for 2-Year event Inflow = 0.34 cfs @ 16.46 hrs, Volume= 0.149 of Primary = 0.34 cfs @ 16.46 hrs, Volume= 0.149 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Pond 2P: LP Hydrograph 0.38 0.36 cfs 11 E0W . 0.34 s, 0.34 i4r � 5� 80-a 0.32 ! ! ! - ---- ---- - - 0.3 " 0.28 0.26 -- + r- '. --- ---- -- - ---- -- - ----- ' i ------ -- ----------- --- .. - 0.24 ---- -- ; -----..___ - --r-"r---r--'r-----r- -•-- ------------- -- ---- 0.22 0.2 - ' -- ' - 0.18 ---'---------- - a 0.16 - - 0.14 i i - -------- - -- - - -- - --- -- 0.12 i 0.1 r , . - 0.08 i. -i- F- ; ____ _. __ _ ___ _____-. __.._ 0.06 ; ...._-._.----------____ _ __________ __ ------- 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489510_Proposed future 100yr Type/1/24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 8 Summary for Pond 5P: DP Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 1.62" for 2-Year event Inflow = 9.79 cfs @ 12.11 hrs, Volume= 0.778 of Outflow = 0.34 cfs @ 16.46 hrs, Volume= 0.149 af, Atten= 96%, Lag= 260.8 min Primary = 0.34 cfs @ 16.46 hrs, Volume= 0.149 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Peak Elev= 201.64' @ 16.46 hrs Surf.Area= 8,895 sf Storage=27,745 cf Plug-Flow detention time=495.7 min calculated for 0.149 of (19% of inflow) Center-of-Mass det. time= 342.3 min ( 1,167.7- 825.4 ) Volume Invert Avail.Stora a Storage Description #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim, Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.0014 9,399 455.9 8,708 31,038 11,607 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=0.28 cfs @ 16.46 hrs HW=201.64' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.28 cfs @ 0.58 fps) 1 1993489510 Proposed—future—100yr Type Iff 24-hr 2-Year Rainfall=3.20" Prepared by Center your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 @ 2009 HydroCAD Software Solutions LLC Page Pond 5P: DP Hydrograph infl.. 9.79 cfs - OoW' IN- Primay 10 1 - ! I ----- ---- ------ --- -- - 1=. e r2 - 8' ---------- -------------------.----------------------- ------- --- Stora---------- 7 --------------- ---------------- - ----------------I ---------- 6 ----------- ------------1------------------- ---------------------------------1-----T----- 0 5- -------------------------------- . .................I............ ----------- ------ ------ 4 --I-----------I------ ----------- 3 --------- ------I ------ ----- -------- ----------------- --------- 2- ---------- ----------- ---- ------I ----------- -----------... .... ------ Will F11- 0.34+Ulb 01' 0' 1 2 3 4 5 6 7 8 9 1'0"1'11'2"1'3"1'4"1'5"16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489510 Proposed future_100yr Type 111 24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 10 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Future Runoff Area=4.680 ac 71.58% Impervious Runoff Depth=3.29" , Flow Length=501' Tc=7.7 min CN=87 Runoff=16.55 cfs 1.281 of Subcatchment 4S: Around Parking Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=1.01" Flow Length=442' Tc=18.1 min CN=58 Runoff=0.75 cfs 0.092 of Pond 2P: LP Inflow=5.74 cfs 0.745 of , Primary=5.74 cfs 0.745 of Pond 5P: DP Peak Elev=201.90' Storage=30,093 cf Inflow=16.91 cfs 1.374 of Outflow=5.74 cfs 0.745 of Total Runoff Area=5.780 ac Runoff Volume= 1.374 of Average Runoff Depth=2.85" 42.04%Pervious=2.430 ac 57.96%Impervious=3.350 ac 1993489510_Proposed future 100yr Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Future Runoff = 16.55 cfs @ 12.11 hrs, Volume= 1.281 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.70" ' Area (ac) CN Description 3.350 98 Paved parking, HSG B 0.540 61 >75% Grass cover, Good, HSG B 0.030 85 Gravel roads, HSG B 0.760 55 Woods, Good, HSG B ' 4.680 87 Weighted Average 1.330 28.42% Pervious Area 3.350 71.58% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total tSubcatchment 1S: Future Hydrograph ---- --- --- -- -- -- ---- -- - --- - -- - - -" 18 -------- = - --- - ---- - -- -- -- -- ■Runoff 17 116.55 cfs 16 i- _ 1I 24"-hr1 -Year- 15 .- - '----- -------- - ---- - ---- -- --- - ---- ihi --- ©r'.� .. i 14 --- - i" 13 -----ti---- --i.....- -- - -- w -Runoff Aria 4.600.ac 12 "'.----= ---- --- - -- --- --- ^ 11 -- -- - i i ' - 10 ANY 3 u - -- r - - ---- - - — hi�UthO'f� �Gf3t .2- h=5 I 7 . ; - .... _._..:.. -- -- - - i i ' i 6- e'��':��t�rttn... 5 . 4 3 . 2 --- -- - - ----- -- -- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489S10 Proposed future_100yr Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 12 Summary for Subcatchment 4S: Around Parking Runoff = 0.75 cfs @ 12.30 hrs, Volume= 0.092 af, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (ac) CN Description ' 0.580 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B 1.100 58 Weighted Average 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" , 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking ' Hydrograph 0.8 _i...- 0.75 cfs uno 0.75 ! i Iype 24 hr 1 0-Year 0.7 ----•---- --- 0.65 ! - - in fa : : : : 0.6 : - - - - --�u�n4f� /ire 0.55 R 0.5 i - Iu.� �f w� ra>r�ne-�:092 0.45 u ; ; • i �-Rd�Qf.f--�epth=�. 3 0.4 i ----------- - - tow-L."eh� J*4-4-2- U. 0.35 0.3 0.25 : 0.2 0.15 i 0.1 : 0.05 ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489510 Proposed future 100yr Type ///24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 13 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 1.55" for 10-Year event Inflow = 5.74 cfs @ 12.46 hrs, Volume= 0.745 of Primary = 5.74 cfs @ 12.46 hrs, Volume= 0.745 af, Men= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs ' Pond 2P: LP Hydrograph --.. -- - ----------- --- - - - - 1 S. 0 Primary 6 5.74 cfs 11 rf ow Aria= 784 1 - - - ---- -- ---- --- 5 - - ---- 3 3 o LL . 2 ,- i - - ---- --- ----- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489510_Proposed future_100yr Type 11124-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 14 Summary for Pond 5P: DP Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 2.85" for 10-Year event Inflow = 16.91 cfs @ 12.11 hrs, Volume= 1.374 of Outflow = 5.74 cfs @ 12.46 hrs, Volume= 0.745 af, Atten= 66%, Lag= 21.1 min Primary = 5.74 cfs @ 12.46 hrs, Volume= 0.745 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Peak Elev= 201.90' @ 12.46 hrs Surf.Area= 9,256 sf Storage= 30,093 cf Plug-Flow detention time= 226.5 min calculated for 0.745 of(54% of inflow) Center-of-Mass det. time= 114.4 min ( 925.7- 811.4 ) Volume Invert Avail.Storage Storage Description #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area , (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 ' 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir ' Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=5.66 cfs @ 12.46 hrs HW=201.90' (Free Discharge) 't-1=13road-Crested Rectangular Weir (Weir Controls 5.66 cfs @ 1.59 fps) 1993489S10_Proposed future 100yr Type 111 24-hr 10-Year Rainfall=4.70" fPrepared by{enter your company name here} Printed 2/22/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 15 Pond 5P: DP Hydrograph FE;....-: 16.91 cfs -; - -- - - 18 i E Inflow IT of 16 ; 15 - -- i • q. : 14-' 13 ;.. • i I �ora e� - - - - - - ----- - - -.............------- -..---- ° 10 ; 9 ° ------------- LL 8 : ----------------- I ----- ---- _______ _____ _ ___ t 7 ___---.____ _______ ____ 6 -i 5 i : 4 i F ... -------- --------------------------`-----' -- - --- -- --- - - - --- --- 3 - --- - -- - - : 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489510_Proposed future_100yr Type/1/24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 16 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Future Runoff Area=4.680 ac 71.58% Impervious Runoff Depth=4.04" r Flow Length=501' Tc=7.7 min CN=87 Runoff=20.19 cfs 1.576 of Subcatchment 4S:Around Parking Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=1.45" Flow Length=442' Tc=18.1 min CN=58 Runoff=1.17 cfs 0.133 of Pond 2P: LP Inflow=11.25 cfs 1.080 of Primary=11.25 cfs 1.080 of Pond 5P: DP Peak Elev=202.07' Storage=31,688 cf Inflow=20.82 cfs 1.709 of , Outflow=11.25 cfs 1.080 of Total Runoff Area=5.780 ac Runoff Volume= 1.709 of Average Runoff Depth=3.55" 42.04%Pervious=2.430 ac 57.96%Impervious=3.350 ac ' ' 1993489S10_Proposed future_100yr Type ///24-hr 25-Year Rainfall=5.50" Prepared by(enter your company name here) Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 1S: Future Runoff = 20.19 cfs @ 12.11 hrs, Volume= 1.576 af, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description 3.350 98 Paved parking, HSG B ' 0.540 61 >75% Grass cover, Good, HSG B 0.030 85 Gravel roads, HSG B 0.760 55 Woods, Good, HSG B 4.680 87 Weighted Average ' 1.330 28.42% Pervious Area 3.350 71.58% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total ' Subcatchment 1 S: Future Hydrograph 22 20.19 cfs 19' - - -- ----- - --- --- -- -- i 1 g '".....1- --i._ -- - i.---i...- -- --- ---- ---- i- ------ ---------� i w..s. --- --- 16 —' -- ---------- — ----- ---- -- --- - — -- - = -- -- ---- I�-Il,int�f€"Tea 4. 15 - ----- - - --- -- 14 --µ---------- -- ---- ..--- -- ------- ----- - --- '� - _ i 13 i --- --- ------ - -- - - 12 r -.--_,_.. - .- T - ---- - -- r}0d. 04 - 3 11 - - ---- - - -- -- o i i ! i i 4 -- LL 10 • __ -______ ___ - ______ - ------ - ------- --------- --- - -..- -. - --- ----- - - -- - 9 : ,�� Il'�It'f , 5 --- ------- - ---- ---- --- ---- - -- --- .........- 4 - - - 3 --- -- ---- - ----- ---- ----- -- ---- ----- ------ --- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) i 1993489S10 Proposed future_100yr Type/1/24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 i HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 4S: Around Parking Runoff = 1.17 cfs @ 12.28 hrs, Volume= 0.133 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description 0.580 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B , 1.100 58 Weighted Average 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total - Subcatchment 4S: Around Parking ' Hydrograph ■Runoff ' 1.17 cfs type 1111 24-1 rl$-Year ---- --- --- - R att=5.50 .� F Li Area=1.100 ac Rulltioff I Vofurn0 0.133 ofittt ' 3 I un : ff Depth=1'.45" LL F16W LehOth=442' Td 18: 1 min CN=58 L t i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489SIO Proposed future_100yr Type 11124-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 19 Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 2.24" for 25-Year event Inflow = 11.25 cfs @ 12.30 hrs, Volume= 1.080 of ' Primary = 11.25 cfs @ 12.30 hrs, Volume= 1.080 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs,-dt= 0.05 hrs iPond 2P: LP Hydrograph ---- S, ■Primary - 5 cfs 11 _------- i'�fOrll/':Art 5784 9 - -- -- -- ----- ii - - ---- 3 6 ! - - ------ --- --- o ' LL 5 - -- -- -- i - -- -- - 2 : - -- ------ - ----- -- 1 0 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489S10 Proposed_future 100yr Type/1/24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 20 Summary for Pond 5P: DP , Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 3.55" for 25-Year event Inflow = 20.82 cfs @ 12.11 hrs, Volume= 1.709 of Outflow = 11.25 cfs @ 12.30 hrs, Volume= 1.080 af, Atten= 46%, Lag= 11.2 min Primary = 11.25 cfs @ 12.30 hrs, Volume= 1.080 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 202.07' @ 12.30 hrs Surf.Area= 9,498 sf Storage= 31,688 cf Plug-Flow detention time= 189.6 min calculated for 1.079 of(63% of inflow) i Center-of-Mass det. time= 87.7 min (893.8 - 806.1 ) Volume Invert Avail.Storage Storage Description #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area , (feet) (sg-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 ' 199.00 5,535 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 , 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices ' #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=11.22 cfs @ 12.30 hrs HW=202.07' (Free Discharge) L1=13road-Crested Rectangular Weir (Weir Controls 11.22 cfs @ 2.00 fps) 1993489S10 Proposed—future-1 00yr Type 111 24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 2/22/2012" HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 21 Pond 5P: DP Hydrograph -;- .._.. ----- - --- --- ------------------- . 23FE Inflow - - ---- _._-,. _. 20.8 2 cfs `--� -` 22 ..i_ : ! 21 .. - .� . Primary 20• , i - - . j 19 i -- 18 ---: ---- - _ A- - - 17 - - - 16 --- ----- -- -- --- : 14 - —! - -j...-! -i -+ -- - ---- �' 13 i 12 - :..__...... , _. 11.25 cfs ----- ---- -- �- 10 ---- -- - -r - 9 --- - - - -- -- --- - -- --- 8 - -- -- - 7 - -------- 6 - - - -- - - ---- : 5 - -- - - • 4 ---- - ---- - --- - 3 ! i --• T... : 2 - -- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 1993489S10�Proposed future_100yr Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 ' HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 22 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Future Runoff Area=4.680 ac 71.58% Impervious Runoff Depth=4.71" ' Flow Length=501' Tc=7.7 min CN=87 Runoff=23.36 cfs 1.836 of Subcatchment 4S: Around Parking Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=1.88" ' Flow Length=442' Tc=18.1 min CN=58 Runoff=1.58 cfs 0.173 of Pond 2P: LP Inflow=17.65 cfs 1.381 of , Primary=17.65 cfs 1.381 of Pond 5P: DP Peak Elev=202.22' Storage=33,110 cf Inflow=24.26 cfs 2.009 of Outflow=17.65 cfs 1.381 of ' Total Runoff Area=5.780 ac Runoff Volume=2.009 of Average Runoff Depth=4.17" 42.041/6 Pervious=2.430 ac 57.96%Impervious=3.350 ac ' 1993489S10 Proposed future 100yr Type 11124-hr 50-Year Rainfall=6.20" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 23 ' Summary for Subcatchment 1S: Future Runoff = 23.36 cfs @ 12.11 hrs, Volume= 1.836 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 50-Year Rainfall=6.20" ' Area (ac) CN Description 3.350 98 Paved parking, HSG B ' 0.540 61 >75% Grass cover, Good, HSG B 0.030 85 Gravel roads, HSG B 0.760 55 Woods, Good, HSG B 4.680 87 Weighted Average 1.330 28.42% Pervious Area 3.350 71.58% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 7.7 501 Total ' Subcatchment 1 S: Future Hydrograph - - .. -- . 2s 24 23.36 cfs , 22 , Typ�-��11 �24-hr:5d=�(ear- -- -------- - _ 20 • 18 . R e• , unofif p►r a -4:680 a --------- ..... ---- - - --- - - - ---- ---. : . �� -r Runoff �h=4.7`a-o'` 0 12 i� LL 10- . : i ' f C;O�.7':rYlll�-. ............ - - 6 , - - - -- --- 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1993489S10_Proposed future_100yr Type 111 24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD09.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 4S: Around Parking ' Runoff = 1.58 cfs @ 12.27 hrs, Volume= 0.173 af, Depth= 1.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs ' Type III 24-hr 50-Year Rainfall=6.20" Area (ac) CN Description ' 0.580 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B 1.100 58 Weighted Average ' 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" , 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking ' Hydrograph 1.58 cfs ■Runoff ' typa III2 r 5d-Yeah R in i ff Area=1.100 ac - - RuhOff=1/�ol�w-rn� :0,1��`a# � , R U:n i ff Ieph=1.88'' i~16W Leh th 442' T& 18;1 rain CN=58 0 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) , 1993489510 Proposed future_100yr Type/1/24-hr 50-Year Rainfall=6.20" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 25 ! Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) ! Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 2.87" for 50-Year event Inflow = 17.65 cfs @ 12.22 hrs, Volume= 1.381 of ! Primary = 17.65 cfs @ 12.22 hrs, Volume= 1.381 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs ! Pond 2P: LP Hydrograph - ---- -- -- ---- - -- --- ---- - '•-... ...- - - - -- - - - ------ - ---- - ---- 19 ; ■Inflow S ■Primary Y - 18 " i 17.65 cfs 17 L_.__ ----. - - ----- - - - . i i i 16 ! - - - -- ---- - ---- ---r---- --- --- . 15 I - - ...... -- - ------ -- ---- --- 14 I i 13 - -`'- i -- -- - -- - - ----- -- 12 " ! - -- --- - �' 11 3 10 --- ---- -- -- - -- -' - ---- -- 0 9 . I - + -- ____ _____ _ ____________ ___ __ 7 i ; 6 - ------- -- --- 3 v ? i ----- -' -- - ! 1 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 21 222324252627282930 ! Time (hours) ! ! ! ! 1993489510 Proposed future_100yr Type 11124-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 2/22/2012 ' HydroCAD®9..10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Pape 26 Summary for Pond 5P: DP ' Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 4.17" for 50-Year event Inflow = 24.26 cfs @ 12.11 hrs, Volume= 2.009 of ' Outflow = 17.65 cfs @ 12.22 hrs, Volume= 1.381 af, Atten= 27%, Lag= 6.3 min Primary = 17.65 cfs @ 12.22 hrs, Volume= 1.381 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 202.22' @ 12.22 hrs Surf.Area= 9,713 sf Storage= 33,110 cf Plug-Flow detention time= 171.1 min calculated for 1.381 of(69% of inflow) I Center-of-Mass det. time= 75.0 min (877.2- 802.1 ) Volume Invert Avail.Storage Storage Description #1 197.00' 46,815 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) ' 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 378.6 4,958 8,820 6,323 ' 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9734 202.00 9,399 455.9 8,708 31,038 11,607 ' 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices #1 Primary 201.60' 12.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=17.19 cfs @ 12.22 hrs HW=202.21' (Free Discharge) ' t-1=Broad-Crested Rectangular Weir (Weir Controls 17.19 cfs @ 2.36 fps) 1993489S10_Proposed future 100yr Type 11124-hr 50-Year Rainfall=6,20" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 27 ' Pond 5P: DP Hydrograph Fn 26 - - - 24.26 ---- - ----- - -- ■Primary -.ilr�f�o�nr �4r�� ..5 .78Q 0 ; -- - - - 15 - i 22 v^2 c- : i � ,7 65 cfs storage-, 1'�b c : 18 16 - - w 3 i i - i i i i ---- -- - - - - -------- - ------ ---- - -- ------- -- -- 4 - --` ' 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time-(hours) 1993489SI O Proposed future_100yr. Type 11124-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 H droCAD Software Solutions LLC Page 28 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points 1 Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Future Runoff Area=4.680 ac 71.58% Impervious Runoff Depth=5.38" 1 Flow Length=501' Tc=7.7 min CN=87 Runoff=26.52 cfs 2.099 of Subcatchment 4S: Around Parking Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=2.34" 1 Flow Length=442' Tc=18.1 min CN=58 Runoff=2.01 cfs 0.215 of Pond 2P: LP Inflow=23.01 cfs 1.684 of Primary=23.01 cfs 1.684 of Pond 5P: DP Peak Elev=202.32' Storage=34,128 cf Inflow=27.72 cfs 2.314 of Outflow=23.01 cfs 1.684 of 1 Total Runoff Area 5.780 ac Runoff Volume=2.314 of Average Runoff Depth=4.80" 42.04%Pervious=2.430 ac 57.96%Impervious=3.350 ac ' 1 1 1 1 1 i 1 1 1 1 1993489S10_Proposed future_100yr Type/1/24-hr 100-Year Rainfall=6.90" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 29 ' Summary for Subcatchment 1S: Future Runoff = 26.52 cfs @ 12.11 hrs, Volume= 2.099 af, Depth= 5.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.90" ' Area (ac) CN Description 3.350 98 Paved parking, HSG B ' 0.540 61 >75% Grass cover, Good, HSG B 0.030 85 Gravel roads, HSG B 0.760 55 Woods, Good, HSG B 4.680 87 Weighted Average 1.330 28.42% Pervious Area 3.350 71.58% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 1S: Future Hydrograph - . -- - - - 28 _. . ._ 26.52 cfs •` - 26 ' 16 i : pe -- -244hr-I0.--7.--ea 24 : . - - I 22 20 Runo area 4.G�0-ac 18 ! i i ' Run ^ - --- - - - ------ -- --- - -- -- : : - -1 -tie 38'`. unQf� p# . ---- 14 �'� LL .__..--- ----- ___ ________ ._ ._ ____-__- _ __ h#5 _ _---- 12 4/ - - - --- ---- - �} . s - - ---- - 8 i- 6 . - - ------------ --- -- - - - --- - 4 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) 1993489S10_Proposed future_100yr Type/1/24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/22/2012 , HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 4S: Around Parking , Runoff = 2.01 cfs @ 12.27 hrs, Volume= 0.215 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.90" Area (ac) CN Description ' 0.580 61 >75% Grass cover, Good, HSG B 0.520 55 Woods, Good, HSG B 1.100 58 Weighted Average ' 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" , 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking ' Hydrograph -- ;-----1 2.01 cfs 2 ■Runoff !Type �llf 2 hr ' 00-Year k6ir:46114.90" ' I un : ff Area=1.100 at, Runoff VOlurn 0.215 of ' RU!nQ! ff Depth=2 34" LL 1 h-"4 ' �Ibw Leh�t 42' TC='�8 1 ra in CN=158 ' 0 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) , 1993489SIO Proposed future_100yr Type 11124-hr 100-Year Rainfall=6.90" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 31 ' Summary for Pond 2P: LP [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 3.50" for 100-Year event Inflow = 2301 cfs @ 12.18 hrs, Volume= 1.684 of Primary = 23.01 cfs @ 12.18 hrs, Volume= 1.684 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs ' Pond 2P: LP Hydrograph - ----------- - --- - - - . ; now S ■Primary 24 23.01 cfs LL - w",..-----A----------r -S,780 � i 20 - - ---- -- ----- - - i ---- -- ------ ---- -- --- - ----- --- -- 10 ---'----r - - - - ___..____.-___}_.___i.___a___ ._. ,____....__..___. _______ 6 i - ' 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 '26 27 28 29 30 ' Time (hours) 1993489S10_Proposed future 100yr Type 11124-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 2/22/2012 , HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 32 Summary for Pond 5P: DP ' Inflow Area = 5.780 ac, 57.96% Impervious, Inflow Depth = 4.80 for 100-Year event Inflow = 27.72 cfs @ 12.11 hrs, Volume= 2.314 of Outflow = 23.01 cfs @ 12.18 hrs, Volume= 1.684 af, Atten= 17%, Lag=3.9 min Primary = 23.01 cfs @ 12.18 hrs, Volume= 1.684 of Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 202.32' @ 12.18 hrs Surf.Area= 9,866 sf Storage= 34,128 cf Plug-Flow detention time= 156.0 min calculated for 1.682 of(73% of inflow) ' Center-of-Mass det. time= 67.3 min ( 866.0- 798.8 ) Volume Invert Avail.Storage Storage Description ' #1 197.00' 46,815 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area , (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 197.00 3,346 327.1 0 0 3,346 198.00 4,402 352.8 3,862 3,862 4,777 199.00 5,535 1 378.6 4,958 8,820 6,323 200.00 6,746 404.4 6,131 14,950 7,978 201.00 8,034 430.1 7,381 22,331 9,734 202.00 9,399 455.9 8,708 31,038 11,607 ' 203.50 11,678 481.6 15,777 46,815 13,649 Device Routing Invert Outlet Devices #1 Primary 201.60' 12.0' long (Profile 1)Broad-Crested Rectangular Weir ' Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=22.66 cfs @ 12.18 hrs HW=202.31' (Free Discharge) ' L1=Broad-Crested Rectangular Weir (Weir Controls 22.66 cfs @ 2.64 fps) 1993489S10_Proposed future 100yr Type ///24-hr 100-Year Rainfall=6.90" ' Prepared by{enter your company name here} Printed 2/22/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 33 Pond 5P: DP Hydrograph -- -- --- -- --- - - 3 ! Primary 0 27 Inflo : .72 cfs - ■Prim - - -- 28 fr�f#ONE Al;ro-s-��7$Q- -- -- - 126 24 23.01 cfs ea l _�lev=�02��2' t i. : : so g - _ --- 20 - - - - - ---- - - ----- w 18 uLL- - - - 3 - — - - G 14 - - - - 10 " -+ - ;- - - 4 - - - ' 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' Time (hours) t >i < No :'; vo ' . yy' T Al ,. 'y� � tS}�''f 11^'R-'-�•�-�4-�w•y_�'iygy., ,� rr � 1� -�. { �s ��..�M'�'`'e'� e 4 .. ? � t 1. � v j'a 11 3v � !��'� � ��«a i>F,¢,•t _i [yam_ 1 frt{}J f 'v...3 ___yi �.. t'ry5� 4.i t E 7=F,it A. J Y_{ t , 06074, Al r 00 ' - a v c W t r :ir 1 U120 t t9 19qo 4 1 49"1 C'L&P�43'7 1 f 2 Z40 X (�o w„ { 205- X 205. S /'. 2(J 13 817UMINOUS RMING LOT J 2fJ5. .3 l EDGE" OF BJT PA VE'MrNr NO CURS f a J 29 20 ,62 J o�� 5s f / / f 77, 20769 6 (73.43 FFELEE 208, 9 206,91 J f X WOODED f ' ! s� ?S.B2zalm Al r p� e Fed m X 205.24 11 YY 1O"TRE"F in O \ \\ X N LL 'y to' 201 206 Lu s SCALE: HORZ.:,°=40' TICKET NETWORK DATE:Otl23 012seslo M - VERT.: �^ &Oh F _DATUM: \l7V\ 111�,1J{.+1,ii,/,LI PARKING EXPANSION LAYOUT PLAN HORZ.: 9 VERT.: 146 HARTFORD ROAD IIIANCHE5MR,CONNECTICUT 06040 CS 101 0 860.6462169 83 GE"ER ROAD a1 -fando.com LL QR No. DATE DESCRIPTION DESIGNER REVIEWER ' E SOUTH WINDSOR CONNECTICUT CL&P 25467 1 77.40 X { B17UlW1lV0U,5 RX1AtG Lor rn / 2175. .3 7.57X EDGEOf'617 PAVErtfi£'11 T r1 AV CURB \ 2 .29 � 207.87 `\ J 20 .62 207�-a'" 12' WIDE GRAVEL PATH / f 08,48 FFELEV 208� o a WOODED x > 6.82 ttr oW. `\, ✓ 2 Mk- , X 205.24 a \\ \ X 205, 4 �n y ✓ I o U ,R m w \ S \ `O ✓ , X 2CZ tlfl s U SCALE: PROJ,No,NORZ.:1•=40' TICKET NETWORK DATE:ov23zolzeeslo M VERZ: F ,%&Oh FR 3 DATUM: iLi_■VI`\7V\ -11�,1 rl'"''' PARKING EXPANSION LAYOUT PLAN �7 HORZ.: 9 VERT... 146 HARTFORD ROAD NIANCHESTER,CONNECTICUT 06040 CS 101 s w o 860.646.2469 83 GERBER ROAD a 7 1 )IX ivwm.fando.com LL 2 No. I DATE - DESCRIPTION I DESIGNER I REVIEWER I I I SOUTH WINDSOR CONNECTICUT i Cl&P 239 i7 7.40 X #� 205- X 2tJ r S �'t16 16 !� 817U1 IVOUS RKING LOT J/ 205 cw- 3 i 7.57X E'dZGf'4JF"SIT PA VEME-NT NO CURB s Zp6 a 2 .29 ( y 207..BT 20 ,62 1 ,5s r,." / f 2G.sa 12' frYtIFE GRAVF_L PATH � � /J t 208,, t A \\ 3 WOODED \ ssw' Y 6,82 X, t E m ti a H X 205.24t M ^f 10,TREE X 205, 206 sa `^. a O`,,'"�r d r•"-'^e,>' .... � ~^ - ,.,,,��^�...,.��-- --- mow.,.. S . U 0 SCALE: PROJ.No.:1993499.510 HORz.:1"=40' TICKET NETWORK DATE:0vz3n9 4 o� VERT.: ^^�O g DATUM: HORZ.: s{�_U,% PARKING EXPANSION LAYOUT PLAN 9 VERT.: 146 HARTFORD ROAD 0 _ BAN GE 69 ER,CONNECI'ICUT 06040ij 83 GE"ER ROAD CS 101 j1 %X/( -fando.com LL No. DATE DESCRIPTION DESIGNER REVIEWER � 'SALE SOUTH WINDSOR CONNECTICUT 1 " 2 7.40 X ' ^1-1� �� 205—� X 205. S �. 206 18 !� N3 BITUMWOUS T,RKING LOT- 205, MA" / ✓ 7.57 X EDGE OF 61T PAVEMENT � NO £' R6 / 2 >29 2C7 .S2 ( 6 20Z 67 J j 201 s 20.58 12' 6S71JE GRAVEL PATH s r _ FFEZFV. 208 im 206,91 WOODED 7 a / rs m X 205.24 !t ^ 'TREE <\'�! "����� O cos \ \ CIF X 202,00 s U SCALE: HORz.:1"=40' TICKET NETWORK DATOE:J.01123@012 9 S10 M VERW wO 3 DATUM: \\7V\ � NORZ.z.: FU PARKING EXPANSION LAYOUT PLAN 9 VERT.: 146 HARTFORD ROAD hG1NCHESTEP CONNECnCUT06040 CS 101 u svo.v46.z4v� 83 GERBER ROAD ww Jmd—om LL No. 1 DATE I DESCRIPTION I DESIGNER I REVIEWER GRAPHIC SCALE SOUTH WINDSOR CONNECTICUT lot 10 l: .41 c a— t 1 YAK `53� y�y 1 • • _ •• / • _ 1 1 1 / 1 0 0 0 • 1 1 i / •o • 0 FUSS& NEILL ❑738 Hopmeadow Street,Simsbury CT 06070 ❑317 Iron Horse Way,Ste.204, Providence,RI 02908 TEL:(860)658-0456 FAX:(860)658-5580 TEL:(401)861-3070 FAX:(401)861-3076 9146 Hartford Road,Manchester,CT 06040 TEL:(860)646-2469 FAX:(860)533-5143 ❑78 Interstate Drive,West Springfield,MA 01089 ❑80 Washington Street,Ste.301,Poughkeepsie,NY 12601 ❑56 Quarry Road,Trumbull,CT 06611 TEL:(413)452-0445 FAX:(413)846-0497 TEL: (800)394-8081 FAX:(845)452-5186 TEL:(203)374-3748 FAX:(203)374-4391 ❑893 Main Street,Manchester CT 06040 ❑50 Redfield Street,Ste.100,Boston,MA 02122 ❑717 Lady Street,Suite E,Columbia,SC 29201 TEL:(860)523-7161 FAX:(860)432-1497 TEL:(617)282-4675 FAX:(617)282-8253 TEL:(803)376-6034 FAX:(803)376-6035 Letter of Transmittal To: Date: February 23,2012 Town of South Windsor Project No: 01993489.S10 Task No.:500 Attn:Mchelle Lipe Re: Ticket Network 1540 Sullivan Avenue South Windsor,CT 06074 Parking Lot Expansion Telephone No: 860-644-2511 We are sending you: ❑Attached ❑ Under Separate Cover ®via Courier ❑ Shop Drawings ❑ Prints ® Plans ❑ Specifications ❑ Copy of Letter ❑ Change Order ®Reports ❑ Other Copies Date No. Description 3 P&Z Applciation Form/Stormwater Summary 3 Site Plans 1 Check No.379277 for$110.00 ® For approval ❑ Returned loaned prints ❑ Furnish as submitted ❑As requested ❑ Return signed original ❑ Furnish as noted ❑ For your use ❑ For bids due ❑ Rejected ❑ For review&comment ❑ Submit copies for distribution ❑ Resubmit copies for approval Signed: c: Ronald Bomengen,PE,LEED AP \\Hgfsl\sys\p93\93489\S10\Transmittals\Lipe-2012-02-23.docx PERMITS/INSP PAYMENT RECPT#: 20549524 TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 02/23/12 TIME: 15:13 CLERK: mariadace DEPT: CUSTOMER#: 0 PARCEL: CHG: DEP DEP FEE 110.00 AMOUNT PAID: 110.00 PAID BY: TICKET NETWORK PAYMENT METH: CHECK 379277 REFERENCE: AMT TENDERED: 110.00 AMT APPLIED: 110.00 CHANGE: .00 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT PROJECT NAME_ ' 2°i''�'y �°^s�� L e� �x� S�ov,, This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. V/ 1. On each sheet for plans or maps, title block with the following information: a. Name, address and telephone of applicant. y b. Name, address and telephone number of Land Surveyor or Professional Engineer. c. Name of Development. —Z d. Date when drawings were made. ✓ 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. Va. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. v b. Outline of buildings. c. Layout of streets. d. Surrounding property boundaries-within 500 feet. y e. Names of abutting property owners. ✓ f. Proposed open spaces and recreation areas. . Driveway cuts on abutting properties and an properties across from 9 Y 9p P YP p proposed site. h. Distance to and name of nearest intersection street. 1 3. Architectural Elevations: See attached checklist for Architecture and Design Review. 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: a. Distance and bearings of all boundary lines and acreage of site. Iron pins / required at all property angle points and shown on map. `✓ b. Proposed streets and street lines with center line station, curve data, and parking spaces. c. Building lines in accordance with zoning regulations. d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Date Filed Vol/Pg Easement ✓ f. Names of abutting property owners. *'A g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. h. All open space or other common or public land uses shall be indicated. ✓ i. A-2 certification; P.E./L.S. Seal. 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: _ a. All existing and proposed buildings. ✓ b. Curb Lines and pavement width, sidewalks. c. Existing and proposed sanitary sewers. 2 d. Existing and proposed water and-all existing utilities. _zZ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. v/ g . Regulated wetlands and 100-year floodplain or note that none are present. h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. i. Connections of all springs into proposed storm drainage system as needed. j. Location and indications of existing brook channels, and 100-year flood limits. k. A-2 &T 2 Certification; P.E & L.S. Seals. 6. Landscaping plan 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. —� 8. Traffic Report 9. Site Lighting Plan 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: a. Layout of streets in sections coordinated by stations with the profile. b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. 3 `" I I c. Sight line at driveway&street intersections. WA d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. A-)A g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. � 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. P R�(PEJL.S.) DATt W:\Planning Admin\Forms\Check Lists\Site Plan Checklist.doc February 2002; Rev. 4-04 4 MEMORANDUM To: Michele Upe,Town Planner From: Jeffrey Doolittle,Town Engineer Date: 3/5/12 RE: Application 12-091?—Ticket Network Temp Parking 83 Gerber Rd. Engineering has reviewed plans received 2123/12 for the above application and has the following comments: 1. Additional topography is needed for the detention basin and its outlet drainage path to a natural stream channel. a 2. Confirmation is needed for the conveyance of adjacent property to the subject site to meet the impervious area requirements. 3. The complete sanitary sewer needs to be shown on this plan. The sewer runs 3 west.from the manhole shown to the east of the existing tum-around area near :the building. This is based on a F&O plan filed in the Town Clerics office (No. 1222B). 4. There is erosion where stomiwater flows off'the existing paved parking area, in the middle of the southern edge near the two bollards. Measures to repair this erosion and prevent future erosion need to be included on the plan. 5. Fine material from the processed aggregate parking lot surface will wash out and dog the stone shoulder on the west end of the parking lot within a few rain storms. Re-directed water may concentrate and form rivulets. O&M measures that address these issues need to be included on the plan. 6. Only the on-site parking lot areas are addressed in the report dated 2/23/12, which demonstrates that the peak flows from the analysis area will not exceed the existing flows. However,the actual flows entering and leaving the detention basin are greater than those shown in the report due to the flows from the upstream areas flowing into the analysis area. How will these additional flows affect the proposed detention basin? a 7. Show the location of the silt fences on the plan. ;j 8. New lighting should be shown for the additional parking lot if it is to be used after dark. 9. How will the angled parking spaces be marked on the gravel surface? Without markings motorists will park at 900 with isles much wider than the 18' shown, reducing the capacity of the lot. 10.Dimensions need to be shown on the detail for "Gravel Pavement". It makes sense to install the 10"subbase and 8" processed aggregate base necessary for pavement, as the gravel parking area. Is this the plan? Please contact me if you have any questions. VU' 0.'NEJLL ❑738 Hopmeadow Street,Simsbury CT 06070 ❑317 Iron Horse Way,Ste.204, Providence,RI 02908 TEL:(860)658-0456 FAX:(860)658-5580 TEL:(401)861-3070 FAX:(401)861-3076 ®146 Hartford Road,Manchester,CT 06040 TEL:(860)646-2469 FAX:(860)533-5143 ❑78 Interstate Drive,West Springfield,MA 01089 ❑80 Washington Street,Ste.301,Poughkeepsie,NY 12601 ❑56 Quarry Road,Trumbull,CT 06611 TEL:(413)452-0445 FAX:(413)846-0497 TEL: (800)394-8081 FAX:(845)452-5186 TEL:(203)374-3748 FAX:(203)374-4391 ❑893 Main Street,Manchester CT 06040 ❑50 Redfield Street,Ste.100,Boston,MA 02122 ❑717 Lady Street,Suite E,Columbia,SC 29201 TEL:(860)523-7161 FAX:(860)432-1497 TEL:(617)282-4675 FAX:(617)282-8253 TEL:(803)376-6034 FAX:(803)376-6035 Letter of Transmittal To: Date: March 6,2012 Town of South Windsor Project No: 01993489.S10 Task No.:500 Attn:Michelle Lipe Re: Ticket Network 1540 Sullivan Avenue South Windsor,CT 06074 Parking Lot Expansion Telephone No: 860-644-2511 We are sending you: ❑Attached ❑ Under Separate Cover ®via Courier ❑ Shop Drawings ❑ Prints ® Plans ❑ Specifications ❑ Copy of Letter ❑ Change Order ® Reports ❑ Other Copies Date No. Description 3 Response to Comments 3 Site Plans ® For approval ❑ Returned loaned prints ❑ Furnish as submitted ❑As requested ❑ Return signed original ❑ Furnish as noted ❑ For your use ❑ For bids due ❑ Rejected ❑ For review&comment ❑ Submit copies for distribution ❑ Resubmit copies for approval Signed: c: Ronald Bomengen,PE,LEED AP \\Hgfs1\sys\p93\93489\S10\Transmittals\Lipe-2012-03-06.docx r FUSS &UNEILL M"R SOUTH WINDSOR FIANNVN16 DZPT. March 6,2012 TMs.1\lichele Lipe Town Planner Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 RE: Site Plan Modifications Ticket Network Property 83 Gerber Road East,South Windsor,Connecticut Fuss&O'Neill Reference No.01993-489.S10 Dear Ms.Lipe: We have received and reviewed comments made by you and your staff regarding the proposed temporary parking lot at Ticket Networks property located at 83 Gerber Road East in your town of South Windsor. We believe we have addressed all the comments and the enclosed site plans and revised watershed calculations that reflect all the necessary changes to the drawing to facilitate your approval. On March 5 we received comments from Jeff Doolittle,Town Engineer. Comments and responses are provided below. Comment No. 1 —Additional topography is needed for the detention basin and its outlet drainage path to a natural stream channel. Response:Additional topography has been obtained and is provided in the updated site drawings. Comment No. 2—Confirmation is needed for the convyance of adjacent properly to the subject site to meet the impervious area requirements. Response: Conveyance of a portion of the adjacent property to satisfy the impervious cover requirements of 146 Hartford Road the zoning regulations is ongoing and will be completed at a later date. Manchester,CT 06040 Comment No. 3—The complete sanitary sewer needs to be shown on this plan. The server runs west from the manhole shown t 860.646,2469 800.286.2469 to the east of the existing turn-around area near the building This is based on an F&O plan filed in the Town Clerks office f 860,533.5143 (No. 1222B). www.fando,com Response: The complete sanitary sewer location is now provided on the revised site drawings. Connecticut Comment No.4—There is erosion where stormwaterflows from the existing paved parking area,in the middle of the Massachusetts southern edge near the two bollards. Measures to repair this erosion and prevent future erosion need to be included on the plan. Rhode Island South Carolina \\Hgfs1\Sys\P93\93489\S10\Drainage\2012-02-22_Drainage Summary—Response To Comments.Docx Corres. FUSS&O'NEILL Jeffrey Doolittle,P.E. February 23,2012 Page 2 Response: The enclosed site plans now show this existing stormwater management swale to be reconstructed using proper modified riprap stone from the point at which it leaves the parking lot to the inlet to the new detention pond. Comment No. 5—Fine materialfrom the processed aggregate parking lot surface will wash out and clog the stone shoulder on the west end of the parking lot within a few rainstorms. Re-directed water may concentrate and form rivulets. O&M measures that address these issues need to be included on the plan. Response: 1-1/4"processed aggregate is being proposed for the parking surface to reduce the quantity of fines that would wash away and form rivulets. O&iN1 measures to address the possibility of rivulets forming are now provided on the revised site drawings. Comment No.6- Only the on-site parking lot areas are addressed in the report dated 2123112,which demonstrates that the peak flows from the analysis area will not exceed the existing flows. However,the actual flows entering and leaving the detention basin are greater than those shown in the report due to the flows from the upstream areas flowing into the analysis area. How will these additional flows affect the proposed detention basin? Response: We feel the watershed boundary analyzed here is an accurate representation of the entire watershed being conveyed to the proposed stormwater detention ponds,minus a small area of vegetation and a small section of driveway that enters the parking lot. The northern parking lot adjacent to the building gets conveyed through a stormwater management system to a discharge point east of the building. Comment No.7-Show the location of the siltfences on the plan. Response:Silt fence in now shown on the revised site drawings. Comment No. 8—New lighting should be shown for the additional parking lot if it is to be used after dark. Response:The proposed parking lot is to be used only as an overflow lot during their career fair and trade shows which only take place a couple times a year. These events take place during daylight hours and lighting of the parking area is not needed. Comment No. 9—How will the angled parking spaces be marked on the gravel surface? Without markings motorists will park at 90'with isles much wider than the 18'shown,reducing the capacity of the lot. Response: Since the parking area will only be used a few times a year,the lot will be painted using white spray paint prior to each event in accordance with the site drawings. Comment No. 10—Dimensions need to be shown on the detail for Gravel Pavement". It makes sense to install the 10" subbase and 8"processed aggreage base necessary forpavement,as thegravelparking area. Is this the plan? Response: The current plan is to place 4"of 1-1/4"processed material over compacted suitable native material or granular fill. This processed aggregate contains fewer fines than typical processed aggregate used as a pavement base and is more suitable for a temporary parking surface. On February 29,2012 we received comments from Jeff Folger,Senior Environmental Planner. Comments and responses are provided below. \\Hgfs1\Sys\P93\93489\S10\Drainage\2012-02-22_Drainage Summary—Response To Comments.Docx Corres. FUSS&O'NEILL Jeffrey Doolittle,P.E. February 23,2012 Page 3 Comment No. 1 —A topsoil stockpile location needs to be shown with E&S controls. Response:A soil stockpile location is now shown on the updated site drawings. Comment No. 2—A topsoil detail for the basins is needed with permanent seeding type,rates,and dates. Response:Topsoil information,permanent seeding type,rates,and dates are now provided on sheet LA-101 of the updated site drawings. Comment No. 3—Astable canvyonce from the parking lots to the basins is needed on the plans with an accompanying detail. Response: The existing drainage swale will be reconstructed and stabilized using modified riprap as shown on the updated site drawings. On March 1,2012 we received comments from you. Below are the comments and responses for your review. Comment No. 1 —Parking calculations based on the square footage of the building should be shown in the honing data table. Response: The zoning table has been modified to include parking calculations. Comment No.2—Landscape requirement per the Zoning regulation must be adhered to. Response: The updated site drawings now include a landscape plan,LA-101,which shows 7 new trees as well as the 10%landscape requirement within the proposed parking area. Comment No. 3—A survey should be included showing the "new"lots based on the lot line changes and zoning data block. Response: Sheet CS-102 shows an overall plan of the property and adjacent property with the area to be conveyed in order to meet zoning regulations. This lot line modification is in the process of being completed. Comment No.4-Haveyou contacted the STC about this pr iect?(There is a current STC approval on file for the pr lect.) Response:We have contacted the STC and an application for administrative review of the proposed additional parking is going to be submitted. I believe we have addressed all of your concerns. If you have any questions or need further information, please don't hesitate to contact me at(860) 646-2469,ext. 5253. Sincerely, Ronald E.Bomengen,PE,LEED AP Project Manager \\Hgfsl\Sys\P93\93489\S10\Drainage\2012-02-22_Drainage Summary_Response To Comments.Docx Corres. A 1N� oE�• o�W1N��Np�NN Existing s 7P F - Future DP 5P P Around Parking 2P LP ._ L SOUTH.WiNWOP PLANNING 0 P?. Ruch on LFnk Drainage Diagram for 1993489S10_Proposed future-Copy f Prepared by{enter your company name here}, Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC r 1993489510 Proposed future -Copy Temp Parking Lot Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.280 55 Woods, Good, HSG B (4S, 6S) 1.120 61 >75% Grass cover, Good, HSG B (1S, 4S, 6S) 0.030 85 Gravel roads, HSG B (6S) 3.430 98 Paved parking, HSG B (1S, 6S) 5.860 TOTAL AREA Temp Parking Lot 1993489510_Proposed future -Copy Prepared by{enter your company name here} Printed 3/6/2012 HydroCADS 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 5.860 HSG B 1S, 4S, 6S 0.000 HSG C 0.000 HSG D 0.000 Other 5.860 TOTAL AREA Temp Parking Lot 1993489510 Proposed future -Copy Prepared by{enter your company name here) Printed 3/6/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 4 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n DiarnMidth Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 7P 196.00 195.69 61.0 0.0051 0.020 24.0 0.0 0.0 Temp Parking Lot 1993489S10 Proposed future -Copy Type ///24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 5 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Future Runoff Area=57,356 sf 92.56% Impervious Runoff Depth=2.64" Tc=10.0 min CN=95 Runoff=3.38 cfs 0.290 of Subcatchment 4S:Around Parking Runoff Area=47,916 sf 0.00% Impervious Runoff Depth=0.34" Flow Length=442' Tc=18.1 min CN=58 Runoff=0.17 cfs 0.031 of Subcatchment 6S: Existing Runoff Area=149,972 sf 64.22%Impervious Runoff Depth=1.68" Flow Length=501' Tc=7.7 min CN=84 Runoff=6.40 cfs 0.483 of Pond 2P: LP Inflow=1.30 cfs 0.377 of Primary=1.30 cfs 0.377 of Pond 5P: DP Peak Elev=197.33' Storage=18,380 cf Inflow=9.33 cfs 0.773 of Outflow=1.30 cfs 0.377 of Pond 713: DP Peak Elev=197.33' Storage=1,557 cf Inflow=6.40 cfs 0.483 of 24.0" Round Culvert x 3.00 .n=0.020 L=61.0' S=0.0051 T Outflow=5.97 cfs 0.451 of Total Runoff Area=5.860 ac Runoff Volume= 0.804 of Average Runoff Depth= 1.65" 41.47%Pervious=2.430 ac 58.53%Impervious=3.430 ac Temp Parking Lot 1993489S10 Proposed future - Copy Type III 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Future Runoff = 3.38 cfs @ 12.14 hrs, Volume= 0.290 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 53,087 98 Paved parking, HSG B 4,269 61 >75% Grass cover, Good, HSG B 57,356 95 Weighted Average 4,269 7.44% Pervious Area 53,087 92.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1 S: Future Hydrograph ®Runoff r Type III 24--hr 2-Year 3 Rainfall=3.20" Runoff.Area=57,356 sf 'Runoff'Vol:ume=0.290 of 2 Runoff Depth=2.64" o Tc=10.0 min CN=95 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future - Copy Type 111 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 4S: Around Parking Runoff = 0.17 cfs @ 12.45 hrs, Volume= 0.031 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 25,265 61 >75% Grass cover, Good, HSG B 22,651 55 Woods, Good, HSG B 47,916 58 Weighted Average 47,916 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking Hydrograph �Runoff 0.18 Q.173fs - 0.17 0.16 Ill 24=hr 2-Year L. 0.15 Rainfall=3.20'`.._. 0.14 0.13 Runoff Area=47,916 sf 0.12 Runoff Volume=0.031 of 0.11 _ 0.1 Runoff_ Depth=0.34 0.09 LL 0.08 Flow Length=442' 0.07 Te=18A min 0.06 0.05 CN=5$... 0.04 0.03 0.02 _... 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future Copy Type/1/24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCADO 9.10 s/n 05128 0 2009 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 6S: Existing Runoff = 6.40 cfs @ 12.11 hrs, Volume= 0.483 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 96,306 98 Paved parking, HSG B 19,253 61 >75% Grass cover, Good, HSG B 1,307 85 Gravel roads, HSG B 33,106 55 Woods, Good, HSG B 149,972 84 Weighted Average 53,666 35.78% Pervious Area 96,306 64.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 6S: Existing Hydrograph 7 Runoff 6.40 Gfs Type III 24-hr 24ear- 6 Rainfall=3.20r, 5 Runoff Area=149,972 sf Runoff.Volume=0.483:af_ 4 Runoff Depth=1.68 Flow Length=501'' 3 Tc=7.7 m i n 2 CN=84 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed_future -Copy Type ///24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD0 9.10 s/n 05128 0 2009 HydroCAD Software Solutions LLC Page 9 Summary for Pond 2P: LP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth > 0.77" for 2-Year event Inflow = 1.30 cfs @ 12.87 hrs, Volume= 0.377 of Primary = 1.30 cfs @ 12.87 hrs, Volume= 0.377 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Pond 2P: LP Hydrograph ■Inflow Primary Inflow Area=5.860 ac 1 LL _ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future - Copy Type ///24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 10 Summary for Pond 5P: DP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 1.58" for 2-Year event Inflow = 9.33 cfs @ 12.12 hrs, Volume= 0.773 of Outflow = 1.30 cfs @ 12.87 hrs, Volume= 0.377 af, Atten= 86%, Lag=44.7 min Primary = 1.30 cfs @ 12.87 hrs, Volume= 0.377 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 197.33' @ 12.87 hrs Surf.Area= 9,165 sf Storage= 18,380 cf Plug-Flow detention time= 276.9 min calculated for 0.377 of(49% of inflow) Center-of-Mass det. time= 151.0 min (975.9- 824.9) Volume Invert Avail.Storage Storage Description #1 195.00' 42,408 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 195.00 6,738 277.7 0 0 6,738 196.00 7,722 296.5 7,224 7,224 7,644 197.00 8,762 315.5 8,237 15,461 8,618 198.00 10,028 334.2 9,388 24,849 9,638 199.00 12,300 353.5 11,145 35,994 10,749 199.60 9,160 362.5 6,415 42,408 11,305 Device Routing Invert Outlet Devices #1 Primary 197,20' 10.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=1.30 cfs @ 12.87 hrs HW=197.33' TW=0.00' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 1.30 cfs @ 1.04 fps) Temp Parking Lot 1993489S10 Proposed future -Copy Type/1/24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 11 Pond 5P: DP Hydrograph _- ■Inflow 10 " 9.33 Cfs ®Primary Inflow Area=5.860 ac 9 Peak Elev=19733' 7 _ _ Storage=18,380 cf 6 _ - 4 - 3 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510 Proposed future - Copy Type 111 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 12 Summary for Pond 7P: DP Inflow Area = 3.443 ac, 64.22% Impervious, Inflow Depth = 1.68" for 2-Year event Inflow = 6.40 cfs @ 12.11 hrs, Volume= 0.483 of Outflow = 5.97 cfs @ 12.11 hrs, Volume= 0.451 af, Atten= 7%, Lag= 0.2 min Primary = 5.97 cfs @ 12.11 hrs, Volume= 0.451 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 197.33' @ 12.87 hrs Surf.Area= 1,486 sf Storage= 1,557 cf Plug-Flow detention time= 45.7 min calculated for 0.451 of(93% of inflow) Center-of-Mass det. time= 11.3 min ( 842.4- 831.1 ) Volume Invert Avail.Storage Storage Description #1 196.00' 6,871 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 196.00 924 112.7 0 0 924 197.00 1,291 131.5 1,102 1,102 1,309 198.00 1,931 170.9 1,600 2,703 2,269 199.00 2,839 207.8 2,370 5,073 3,397 199.60 3,157 217.2 1,798 6,871 3,740 Device Routing Invert Outlet Devices #1 Primary 196.00' 24.0" Round Culvert X 3.00 L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 196.00'/ 195.69' S= 0.0051 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=5.69 cfs @ 12.11 hrs HW=196.79' TW=196.35' (Dynamic Tailwater) L1=Culvert (Outlet Controls 5.69 cfs @ 2.42 fps) Temp Parking Lot 1993489S10_Proposed future -Copy Type 111 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here) Printed 3/6/2012 HydroCADO 9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 13 Pond 7P: DP Hydrog ra ph - _ In inflow 7 1 6.401rfS ■Primary _ Inflow Area=3.443 ac- 6 �.97 Peak Elev=197.33' 5 Storage 1 ,557 cf 24.0'4-Round Culvert x 3.00 LL 3 n=0020 L=61 .0' 2 S=0.0051 P 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510 Proposed future - Copy Type ///24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 14 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Future Runoff Area=57,356 sf 92.56% Impervious Runoff Depth=4.12" Tc=10.0 min CN=95 Runoff=5.14 cfs 0.452 of Subcatchment 4S: Around Parking Runoff Area=47,916 sf 0.00% Impervious Runoff Depth=1.01" Flow Length=442' Tc=18.1 min CN=58 Runoff=0.75 cfs 0.092 of Subcatchment 6S: Existing Runoff Area=149,972 sf 64.22% Impervious Runoff Depth=3.00" Flow Length=501' Tc=7.7 min CN=84 Runoff=11.36 cfs 0.860 of Pond 2P: LP Inflow=9.97 cfs 0.977 of Primary=9.97 cfs 0.977 of Pond 5P: DP Peak EIev=197.69' Storage=21,787 cf Inflow=15.03 cfs 1.373 of Outflow=9.97 cfs 0.977 of Pond 7P: DP Peak EIev=197.73' Storage=2,213 cf Inflow=11.36 cfs 0.860 of 24.0" Round Culvert x 3.00 n=0.020 L=61.0' S=0.0051 T Outflow=9.52 cfs 0.828 of Total Runoff Area= 5.860 ac Runoff Volume= 1.405 of Average Runoff Depth= 2.88" 41.47%Pervious= 2.430 ac 58.53%Impervious=3.430 ac Temp Parking Lot 1993489S10_Proposed future - Copy Type/1/24-hr 10-Year Rainfall=4.70" Prepared by (enter your company name here) Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: Future Runoff = 5.14 cfs @ 12.13 hrs, Volume= 0.452 af, Depth= 4.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 53,087 98 Paved parking, HSG B 4,269 61 >75% Grass cover, Good, HSG B 57,356 95 Weighted Average 4,269 7.44% Pervious Area 53,087 92.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1 S: Future Hydrograph ®Runoff 5 TY.pe III 24-hr 10-Year Rainfall=4.70"' 4 Runoff Area=57,356'sf Runoff Volume=0.452 of 3 Runoff Depth=4.1219 LL Tc=10 0 min 2 CN=95 1 0 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 0 1 2 3 4 5 6 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type ///24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here) Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 4S: Around Parking Runoff = 0.75 cfs @ 12.29 hrs, Volume= 0.092 af, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (so CN Description 25,265 61 >75% Grass cover, Good, HSG B 22,651 55 Woods, Good, HSG B 47,916 58 Weighted Average 47,916 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking Hydrogra ph 0.8 0.75 pfs 0.75 Type III 24-hr 10-Year 0.7 0.65 Rainfall t4.70' 0 6 Runoff Area=47,916 sf-- 0.55 Runoff Volume=0.092 of 0.5 0.45 Runoff Depth=1'.01" 0 0.4 _ Flow Length=442' a 0.35 " 0.3 _ Tc=18A min _ 0.25 " CN=58.._. 0.2 MY 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10_Proposed future - Copy Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 6S: Existing Runoff = 11.36 cfs @ 12.11 hrs, Volume= 0.860 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 96,306 98 Paved parking, HSG B 19,253 61 >75% Grass cover, Good, HSG B 1,307 85 Gravel roads, HSG B 33,106 55 Woods, Good, HSG B 149,972 84 Weighted Average 53,666 35.78% Pervious Area 96,306 64.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 6S: Existing Hydrograph 12 11.36 cfs Runoff 11 Type III 24-hr 10-Year 10 Rainfall=4.70" 9 Runoff Area=149,972 sf Runoff Volume=0,860 of 42 7 Runoff Depth=3.00 LL 6 _ _ _ - __ Flow Length=501 5 Tc=7.7 mi n 4 CN=84 3- 2- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10_Proposed future - Copy Type/1/24-hr 10-Year Rainfall=4.70" Prepared by {enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 18 Summary for Pond 2P: LP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 2.00" for 10-Year event Inflow = 9.97 cfs @ 12.28 hrs, Volume= 0.977 of Primary = 9.97 cfs @ 12.28 hrs, Volume= 0.977 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Pond 2P: LP Hydrograph 11 _ ■Inflow ®Primary 10 Inflow Area=5.86.0 ac 9- 8- 7- 6 - 3 0 5 ME - -:. 4 3 2 _.. IL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489SI0 Proposed future - Copy Type 11124-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD0 9.10 s/n 05128 02009 H droCAD Software Solutions LLC Page 19 Summary for Pond SP: DP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 2.81" for 10-Year event Inflow = 15.03 cfs @ 12.13 hrs, Volume= 1.373 of Outflow = 9.97 cfs @ 12.28 hrs, Volume= 0.977 af, Atten= 34%, Lag= 9.0 min Primary = 9.97 cfs @ 12.28 hrs, Volume= 0.977 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 197.69' @ 12.28 hrs Surf.Area= 9,624 sf Storage= 21,787 cf Plug-Flow detention time= 171.8 min calculated for 0.977 of(71% of inflow) Center-of-Mass det. time= 75.8 min ( 887.3- 811.4) Volume Invert Avail.Storage Storage Description #1 195.00, 42,408 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 195.00 6,738 277.7 0 0 6,738 196.00 7,722 296.5 7,224 7,224 7,644 197.00 8,762 315.5 8,237 15,461 8,618 198.00 10,028 334.2 9,388 24,849 9,638 199.00 12,300 353.5 11,145 35,994 10,749 199.60 9,160 362.5 6,415 42,408 11,305 Device Routing Invert Outlet Devices #1 Primary 197.20' 10.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=9.96 cfs @ 12.28 hrs HW=197.69' TW=0.00' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir (Weir Controls 9.96 cfs @ 2.04 fps) Temp Parking Lot 1993489SI0 Proposed_future - Copy Type ///24-hr 10-Year Rainfall=4.70" Prepared by {enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 20 Pond 5P: DP Hydrograph ■Inflow 15.03 cfs ®Primary 15 16 _ Inflow Area=5.860 ac.. 14 Peak Elev=197.69' 13 12 _ Storage=21,787 cf 11 _ 9.97 10 - u 9 , 0 8 6- 5- 4 3- 2-1 . 1 ' 0 0 1 2 3 4 5 6 7 8, 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type/1/24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 21 Summary for Pond 7P: DP Inflow Area = 3.443 ac, 64.22% Impervious, Inflow Depth = 3.00" for 10-Year event Inflow = 11.36 cfs @ 12.11 hrs, Volume= 0.860 of Outflow = 9.52 cfs @ 12.12 hrs, Volume= 0.828 af, Atten= 16%, Lag= 0.6 min Primary = 9.52 cfs @ 12.12 hrs, Volume= 0.828 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 197.73' @ 12.27 hrs Surf.Area= 1,748 sf Storage= 2,213 cf Plug-Flow detention time= 28.8 min calculated for 0.828 of(96% of inflow) Center-of-Mass det. time= 7.8 min ( 822.4- 814.6) Volume Invert Avail.Storage Storage Description #1 196.00' 6,871 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 196.00 924 112.7 0 0 924 197.00 1,291 131.5 1,102 1,102 1,309 198.00 1,931 170.9 1,600 2,703 2,269 199.00 2,839 207.8 2,370 5,073 3,397 199.60 3,157 217.2 1,798 6,871 3,740 Device Routing Invert Outlet Devices #1 Primary 196.00' 24.0" Round Culvert X 3.00 L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 196.00'/ 195.69' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=7.93 cfs @ 12.12 hrs HW=197.51' TW=197.39' (Dynamic Tailwater) t1=Culvert (Outlet Controls 7.93 cfs @ 1.45 fps) Temp Parking Lot 1993489S10_Proposed future -Copy Type Ill 24-hr 10-Year Rainfall=4.70" Prepared by{enter your company name here} Printed 3/6/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 22 Pond 7P: DP Hydrograph ■Inflow 11.36 Cfs 0 Primary 12 Inflow Area=3.443 ac 10 9. 5 _: Peak Elev_=197.73' 9 _ Storage=2,213 'Cf 4 7 Round Culvert x 3.00 6 __ n=0.020 5 L=61 .0 4 ' 3- -S=0.0051 2 - - - 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 199348951O_Proposed future - Copy Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 3/6/2012 HydroCAD0 9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 23 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Future Runoff Area=57,356 sf 92.56% Impervious Runoff Depth=4.92" Tc=10.0 min CN=95 Runoff=6.08 cfs 0.539 of Subcatchment 4S:Around Parking Runoff Area=47,916 sf 0.00% Impervious Runoff Depth=1.45" Flow Length=442' Tc=18.1 min CN=58 Runoff=1.17 cfs 0.133 of Subcatchment 6S: Existing Runoff Area=149,972 sf 64.22% Impervious Runoff Depth=3.73" Flow Length=501' Tc=7.7 min CN=84 Runoff=14.05 cfs 1.070 of Pond 2P: LP Inflow=15.83 cfs 1.316 of Primary=15.83 cfs 1.316 of Pond 513: DP Peak Elev=197.84' Storage=23,301 cf Inflow=19.28 cfs 1.711 of Outflow=15.83 cfs 1.316 of Pond 7P: DP Peak Elev=197.94' Storage=2,588 cf Inflow=14.05 cfs 1.070 of 24.0" Round Culvert x 3.00 n=0.020 L=61.0' S=0.0051 T Outflow=12.51 cfs 1.039 of Total Runoff Area=5.860 ac Runoff Volume= 1.743 of Average Runoff Depth=3.57" 41.47%Pervious=2.430 ac 68.53%Impervious=3.430 ac Temp Parking Lot 1993489S10 Proposed future -Copy Type/1/24-hr 25-Year Rainfal1=5.50" Prepared by{enter your company name here) Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1 S: Future Runoff = 6.08 cfs @ 12.13 hrs, Volume= 0.539 af, Depth= 4.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 53,087 98 Paved parking, HSG B 4,269 61 >75% Grass cover, Good, HSG B 57,356 95 Weighted Average 4,269 7.44% Pervious Area 53,087 92.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1 S: Future Hydrograph ®Runoff - 6 Type LII 24-hr 25-Year Rainfall=5.50'."5-Runoff Area=57,356 sf 4 Runoff'Volume=0.539 of Runoff Depth=4.92" LL 3 Tc=10.0 min CN=95 2- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type/1/24-hr 25-Year Rainfal1=5.50" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 4S: Around Parking Runoff = 1.17 cfs @ 12.28 hrs, Volume= 0.133 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 25,265 61 >75% Grass cover, Good, HSG B 22,651 55 Woods, Good, HSG B 47,916 58 Weighted Average 47,916 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking Hydrograph 0 Runoff 1.17 s Type 1,11 24-hr 25-Year 1 Rain#all=5.50"` Runoff Area=47,916 sf Runoff Volume=0.133 of Runoff Depth=1.45" LL Flow Length=442' Tc=18.1 min CN=58 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type 111 24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 3/6/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 6S: Existing Runoff = 14.05 cfs @ 12.11 hrs, Volume= 1.070 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 96,306 98 Paved parking, HSG B 19,253 61 >75% Grass cover, Good, HSG B 1,307 85 Gravel roads, HSG B 33,106 55 Woods, Good, HSG B 149,972 84 Weighted Average 53,666 35.78% Pervious Area 96,306 64.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 6S: Existing Hydrograph 15 _ 14.05 cfs 14 - _ Type III 24-hr-25-Year 13 12 Rainfall=5.50"- 11 Runoff Area=149,972 sf 10. Runoff Volume=1 .070 of 9 - Runoff Depth=3.73" LL 7 Flow Length=501' 6 Tc=7.7 min 5 " 4 CN iU 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2'3 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489SI0_Proposed future - Copy Type 11124-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 27 Summary for Pond 2P: LP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 2.69" for 25-Year event Inflow = 15.83 cfs @ 12.21 hrs, Volume= 1.316 of Primary = 15.83 cfs @ 12.21 hrs, Volume= 1.316 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Pond 2P: LP Hydrograph ■Inflow 5 _ - El Primary 17 15.88 ifs, 16 Inflow Area=5.860 ac 15 - 14 13 12 11 ' w 10 3 9 0 8 7 6 " 5 4 3 2 1 " 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489SI0 Proposed_future - Copy Type 11124-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 28 Summary for Pond 5P: DP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 3.50" for 25-Year event Inflow = 19.28 cfs @ 12.13 hrs, Volume= 1.711 of Outflow = 15.83 cfs @ 12.21 hrs, Volume= 1.316 af, Atten= 18%, Lag= 4.7 min Primary = 15.83 cfs @ 12.21 hrs, Volume= 1.316 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 197.84' @ 12.21 hrs Surf.Area= 9,825 sf Storage= 23,301 cf Plug-Flow detention time= 148.9 min calculated for 1.316 of(77% of inflow) Center-of-Mass det. time= 63.9 min ( 870.3- 806.4) Volume Invert Avail.Storage Storage Description #1 195.00' 42,408 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 195.00 6,738 277.7 0 0 6,738 196.00 7,722 296.5 7,224 7,224 7,644 197.00 8,762 315.5 8,237 15,461 8,618 198.00 10,028 334.2 9,388 24,849 9,638 199.00 12,300 353.5 11,145 35,994 10,749 199.60 9,160 362.5 6,415 42,408 11,305 Device Routing Invert Outlet Devices #1 Primary 197.20' 10.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=15.82 cfs @ 12.21 hrs HW=197.84' TW=0.00' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir (Weir Controls 15.82 cfs @ 2.46 fps) Temp Parking Lot 1993489S10 Proposed future - Copy Type 111 24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 29 Pond 5P: DP Hydrograph - ■Inflow 21 IMPrimaryl 20 Inflow Area=5.860 ac 19 18 17 Peak E;lev=197.84' - - 15. .G&. 16 _ 15 _ Storage=23,30:1 cf__ 14 13 w 12 V 11 0 10 LL 9 _ - 8 7 8 6 5 - 4 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here) Printed 3/6/2012 HydroCAD®9.10 s/n 05128 0 2009 HydroCAD Software Solutions LLC Page 30 Summary for Pond 7P: DP Inflow Area = 3.443 ac, 64.22% Impervious, Inflow Depth = 3.73" for 25-Year event Inflow = 14.05 cfs @ 12.11 hrs, Volume= 1.070 of Outflow = 12.51 cfs @ 12.12 hrs, Volume= 1.039 af, Atten= 11%, Lag= 0.9 min Primary = 12.51 cfs @ 12.12 hrs, Volume= 1.039 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 197.94' @ 12.19 hrs Surf.Area= 1,889 sf Storage= 2,588 cf Plug-Flow detention time= 24.3 min calculated for 1.039 of (97% of inflow) Center-of-Mass det. time= 7.0 min ( 815.4- 808.4) Volume Invert Avail.Storage Storage Description #1 196.00' 6,871 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 196.00 924 112.7 0 0 924 197.00 1,291 131.5 1,102 1,102 1,309 198.00 1,931 170.9 1,600 2,703 2,269 199.00 2,839 207.8 2,370 5,073 3,397 199.60 3,157 217.2 1,798 6,871 3,740 Device Routing Invert Outlet Devices #1 Primary 196.00' 24.0" Round Culvert X 3.00 L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 196.00'/ 195.69' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=11.27 cfs @ 12.12 hrs HW=197.87' TW=197.73' (Dynamic Tailwater) L1=Culvert (Outlet Controls 11.27 cfs @ 1.60 fps) Temp Parking Lot 1993489S10 Proposed future - Copy Type Ill 24-hr 25-Year Rainfall=5.50" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAQ Software Solutions LLC Page 31 Pond 7P: DP Hydrograph ■Inflow 15 14.05.cfs _ _ _ ®Primary 14 - --Inflow Area=3.443 ac 13 12:51" Peak Elev=197.94' 12 11 Storage=2,588 cf- 10 _ 24.0" 9 Round Culvert x 3.00- LL 7 _ - - n=0020 6 5 L=61 .0' 4 S=0.0051 Ir 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510 Proposed future - Copy Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions 4LC Page 32 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Future Runoff Area=57,356 sf 92.56% Impervious Runoff Depth=5.61" Tc=10.0 min CN=95 Runoff=6.89 cfs 0.616 of Subcatchment 4S: Around Parking Runoff Area=47,916 sf 0.00% Impervious Runoff Depth=1.88" Flow Length=442' Tc=18.1 min CN=58 Runoff=1.58 cfs 0.173 of Subcatchment 6S: Existing Runoff Area=149,972 sf 64.22% Impervious Runoff Depth=4.38" Flow Length=501' Tc=7.7 min CN=84 Runoff=16.42 cfs 1.258 of Pond 2P: LP Inflow=20.10 cfs 1.619 of Primary=20.10 cfs 1.619 of Pond 5P: DP Peak Elev=197.94' Storage=24,261 cf Inflow=22.96 cfs 2.014 of Outflow=20.10 cfs 1.619 of Pond 7P: DP Peak Elev=198.08' Storage=2,863 cf Inflow=16.42 cfs 1.258 of 24.0" Round Culvert x 3.00 n=0.020 L=61.0' S=0.0051 T Outflow=15.09 cfs 1.226 of Total Runoff Area=5.860 ac Runoff Volume=2.046 of Average Runoff Depth=4.19" 41.47%Pervious=2.430 ac 58.53%Impervious= 3.430 ac Temp Parking Lot 1993489S10_Proposed future - Copy Type ll/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1S: Future Runoff = 6.89 cfs @ 12.13 hrs, Volume= 0.616 af, Depth= 5.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.20" Area (sf) CN Description 53,087 98 Paved parking, HSG B 4,269 61 >75% Grass cover, Good, HSG B 57,356 95 Weighted Average 4,269 7.44% Pervious Area 53,087 92.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment IS: Future Hydrograph ®Runoff 7-Type III 24-hr.50-Year 6 Rainf411=6.20"' Runoff Area=57,356 sf 5-Runoff Volume=0.616 of 4 - Runoff Deipfh 5.61" LL Tc=10.0. min 3 , CN=95 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future Copy Type ///24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 4S: Around Parking Runoff = 1.58 cfs @ 12.27 hrs, Volume= 0.173 af, Depth= 1.88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.20" Area (sf) CN Description 25,265 61 >75% Grass cover, Good, HSG B 22,651 55 Woods, Good, HSG B 47,916 58 Weighted Average 47,916 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking Hydrograph ®Runoff 1'5.8 cfs Type 111 24-hr 50-Year Rainfall=6.20" Runoff Area=47,916 sf Runoff Volume=OA 73 of-- Runoff Depth=1'.88' LL Flow Length=442' Tc=18.1 min CN=58 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10_Proposed future - Copy Type 111 24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 6S: Existing Runoff = 16.42 cfs @ 12.11 hrs, Volume= 1.258 af, Depth= 4.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.20" Area (sf) CN Description 96,306 98 Paved parking, HSG B 19,253 61 >75% Grass cover, Good, HSG B 1,307 85 Gravel roads, HSG B 33,106 55 Woods, Good, HSG B 149,972 84 Weighted Average 53,666 35.78% Pervious Area 96,306 64.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 258 0.0769 1.39 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 6S: Existing Hydrograph 18 f Runoff 17 _ 16.42 cfs 16 Type Ill 24-h.r 50-Ye.a.r- 15 Rainfatf=6.20" 14 _ - 13 _ Runoff Area-=149,972 sf 12 11 Runoff volume=1.258 of 10 Runoff Depth=4.38" 3 9 Flow Length=501' 7 _ Tc=7.7 min- 6 5 _ G_I =:8.4 3 2 _.. 1 0 0 1 2 3 4 5 6 7 8 9 40 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 36 Summary for Pond 2P: LP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 3.31" for 50-Year event Inflow = 20.10 cfs @ 12.19 hrs, Volume= 1.619 of Primary = 20.10 cfs @ 12.19 hrs, Volume= 1.619 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Pond 2P: LP Hydrograph ■Inflow 22 S - a Primary 21 20.10 Ufa 20 Inflow Area=5.860 ac _ - 19 18 17 - 16 - 15 14 H 13 12 LL 10 g 8 7 6 - — 5 - - 4 3 - 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510 Proposed future -Copy Type 111 24-hr 50-Year Rainfall=6.20" Prepared by {enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 37 Summary for Pond 5P: DP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 4.13" for 50-Year event Inflow = 22.96 cfs @ 12.13 hrs, Volume= 2.014 of Outflow = 20.10 cfs @ 12.19 hrs, Volume= 1.619 af, Atten= 12%, Lag= 3.6 min Primary = 20.10 cfs @ 12.19 hrs, Volume= 1.619 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 197.94' @ 12.19 hrs Surf.Area= 9,951 sf Storage= 24,261 cf Plug-Flow detention time= 134.8 min calculated for 1.619 of(80% of inflow) Center-of-Mass det. time= 57.7 min ( 860.4- 802.7) Volume Invert Avail.Stora a Storage Description #1 195.00' 42,408 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 195.00 6,738 277.7 0 0 6,738 196.00 7,722 296.5 7,224 7,224 7,644 197.00 8,762 315.5 8,237 15,461 8,618 198.00 10,028 334.2 9,388 24,849 9,638 199.00 12,300 353.5 11,145 35,994 10,749 199.60 9,160 362.5 6,415 42,408 11,305 Device Routing Invert Outlet Devices #1 Primary 197.20' 10.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=20.10 cfs @ 12.19 hrs HW=197.94' TW=0.00' (Dynamic Tailwater) t 1=Broad-Crested Rectangular Weir (Weir Controls 20.10 cfs @ 2.71 fps) Temp Parking Lot 1993489S10_Proposed future - Copy Type/1/24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 38 Pond 5P: DP Hydrograph - ■Inflow 22.96 ds f Primary 24 Inflow Area=5.860 ac 22 20.10 Of,20- Peak_E.lev=l 97.94 ,$ Storage=24,261 d 14 LL 10 g _._ 6 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510_Proposed future -Copy Type 111 24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 39 Summary for Pond 7P: DP Inflow Area = 3.443 ac, 64.22% Impervious, Inflow Depth = 4.38" for 50-Year event Inflow = 16.42 cfs @ 12.11 hrs, Volume= 1.258 of Outflow = 15.09 cfs @ 12.12 hrs, Volume= 1.226 af, Aften= 8%, Lag= 0.9 min Primary = 15.09 cfs @ 12.12 hrs, Volume= 1.226 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 198.08' @ 12.16 hrs Surf.Area= 1,999 sf Storage= 2,863 cf Plug-Flow detention time= 21.4 min calculated for 1.226 of (97% of inflow) Center-of-Mass det. time= 6.5 min ( 810.4- 803.8) Volume Invert Avail.Storage Storage Description #1 196.00' 6,871 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 196.00 924 112.7 0 0 924 197.00 1,291 131.5, 1,102 1,102 1,309 198.00 1,931 170.9 1,600 2,703 2,269 199.00 2,839 207.8 2,370 5,073 3,397 199.60 3,157 217.2 1,798 6,871 3,740 Device Routing Invert Outlet Devices #1 Primary 196.00' 24.0" Round Culvert X 3.00 L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 196.00'/ 195.69' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=14.14 cfs @ 12.12 hrs HW=198.04' TW=197.87' (Dynamic Tailwater) L1=Culvert (Outlet Controls 14.14 cfs @ 1.83 fps) Temp Parking Lot 1993489S10 Proposed future -Copy Type ///24-hr 50-Year Rainfall=6.20" Prepared by{enter your company name here} Printed 3/6/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 40 Pond 7P: DP Hydrograph ■Inflow 18 16.42 dfs p Primary 17 Inflow Area=3,443 ac 16 15.09 t 15 Peak Elev=198.08'. - - _ -- 14 Storage 2,863 cf 13 12 _ 24Z -- ,_ 11 � Round Culvert x 100 9 - 8 _n=0020 7 6 _ L=61 ff 4 S=0.0051 '/' 3 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510_Proposed—future - Copy Type/1/24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 41 Time span=0.00-30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Future Runoff Area=57,356 sf 92.56% Impervious Runoff Depth=6.31" Tc=10.0 min CN=95 Runoff=7.70 cfs 0.692 of Subcatchment 4S: Around Parking Runoff Area=47,916 sf 0.00% Impervious Runoff Depth=2.34" Flow Length=442' Tc=18.1 min CN=58 Runoff=2.01 cfs 0.215 of Subcatchment 6S: Existing Runoff Area=149,972 sf 64.22% Impervious Runoff Depth=5.04" Flow Length=501' Tc=7.7 min CN=84 Runoff=18.78 cfs 1.447 of Pond 2P: LP Inflow=23.70 cfs 1.927 of Primary=23.70 cfs 1.927 of Pond 5P: DP Peak EIev=198.02' Storage=25,003 cf Inflow=26.28 cfs 2.323 of Outflow=23.70 cfs 1.927 of Pond 7P: DP Peak EIev=198.20' Storage=3,115 cf Inflow=18.78 cfs 1.447 of 24.0" Round Culvert x 3.00 n=0.020 L=61.0' S=0.0051 T Outflow=17.30 cfs 1.416 of Total Runoff Area=5.860 ac Runoff Volume= 2.354 of Average Runoff Depth=4.82" 41.47%Pervious=2.430 ac 58.53%Impervious= 3.430 ac Temp Parking Lot 1993489S10 Proposed future -Copy Type ///24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 1S: Future Runoff = 7.70 cfs @ 12.13 hrs, Volume= 0.692 af, Depth= 6.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.90" Area (sf) CN Description 53,087 98 Paved parking, HSG B 4,269 61 >75% Grass cover, Good, HSG B 57,356 95 Weighted Average 4,269 7.44% Pervious Area 53,087 - 92.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: Future Hydrograph - ®Runoff 8 . 770'cfs Type 'III 24-hr 100-Year. . 7 Rainfall=6.907 6 'Runoff Area=57,356 sf Runoff Volume=0.692 of 5 " Runoff Depth=6.31" 4 Tc=10.0' min 3 CN=9v 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type/1/24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here) Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 4S: Around Parking Runoff = 2.01 cfs @ 12.27 hrs, Volume= 0.215 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.90" Area (so CN Description 25,265 61 >75% Grass cover, Good, HSG B 22,651 55 Woods, Good, HSG B 47,916 58 Weighted Average 47,916 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 100 0.0367 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 9.7 301 0.0055 0.52 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.7 41 0.0421 1.03 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.1 442 Total Subcatchment 4S: Around Parking Hydrograph Runoff 2.01 - 2 Type III 24-hr 100-Year Rainfall=6.90"' Runoff Area=47,916 sf Runoff Volume=0.215 of 3 Runoff Depth=2.34" LL 1 Flow Length=442' Tc=18.1 min CN=58 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future - Copy Type/1/24-hr 100-Year Rainfall=6.90" Prepared by {enter your company name here) Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment 6S: Existing Runoff = 18.78 cfs @ 12.11 hrs, Volume= 1.447 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.90" Area (sf) CN Description 96,306 98 Paved parking, HSG B 19,253 61 >75% Grass cover, Good, HSG B 1,307 85 Gravel roads, HSG B 33,106 55 Woods, Good, HSG B 149,972 84 Weighted Average 53,666 35.78% Pervious Area 96,306 64.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.5 100 0.0032 0.66 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 2.1 143 0.0032 1.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.1 258 0.0769 1.39' Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.7 501 Total Subcatchment 6S: Existing Hydrograph 21 20 19 18 _ 70e ,lli 24-hr:_100-Year:- 17 _ Rainfal1=6.9W' _ 16 - 15 Runoff Area=149,972 sf 14 - 13 -Runoff Volume=1447 of 12 Runoff:: -epth=5_.04".- - 3 '°g Flow Length=501' LL - _ Tc=7.7:min._ . 7- 6- CN-84- 5 4 3 2 ' 1 0 MIN 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489S10 Proposed future -Copy Type/1/24-hr 100-Year Rainfall=6.90" Prepared by {enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 45 Summary for Pond 2P: LP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 3.95" for 100-Year event Inflow = 23.70 cfs @ 12.18 hrs, Volume= 1.927 of Primary = 23.70 cfs @ 12.18 hrs, Volume= 1.927 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Pond 2P: LP Hydrograph In Inflow 26 _ S _. El Primary 24 Inflow Area=5.860 ac- 22 - 20 _- 18 " 16 w 14 - 3 0 12 _._... LL 10 g _- 6 4- 2- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510 Proposed future -Copy Type Ill 24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 46 Summary for Pond 5P: DP Inflow Area = 5.860 ac, 58.53% Impervious, Inflow Depth = 4.76" for 100-Year event Inflow = 26.28 cfs @ 12.13 hrs, Volume= 2.323 of Outflow = 23.70 cfs @ 12.18 hrs, Volume= 1.927 af, Atten= 10%, Lag= 3.3 min Primary = 23.70 cfs @ 12.18 hrs, Volume= 1.927 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 198.02' @ 12.18 hrs Surf.Area= 10,061 sf Storage= 25,003 cf Plug-Flow detention time= 124.0 min calculated for 1.927 of(83% of inflow) Center-of-Mass det. time= 53.3 min ( 852.9- 799.6) Volume Invert Avail.Storage Storage Description #1 195.00, 42,408 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 195.00 6,738 277.7 0 0 6,738 196.00 7,722 296.5 7,224 7,224 7,644 197.00 8,762 315.5 8,237 15,461 8,618 198.00 10,028 334.2 9,388 24,849 9,638 199.00 12,300 353.5 11,145 35,994 10,749 199.60 9,160 362.5 6,415 42,408 11,305 Device Routing Invert Outlet Devices #1 Primary 197.20' 10.0' long (Profile 1) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=23.68 cfs @ 12.18 hrs HW=198.02' TW=0.00' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir (Weir Controls 23.68 cfs @ 2.91 fps) Temp Parking Lot 1993489SIO Proposed future - Copy Type 11124-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 3/6/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 47 Pond 5P: DP Hydrograph ■Inflow 26.28 cfs _ Primary 28 --Inflow Area=5.860 ac z6 _ 23.70 cfs 24 Peak`Elev=19802' 22 Storage=25-,003 cf 20 u 16 LL 12 , 10 8 6 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 z1 22 23 24 25 26 27 28 29 30 Time (hours) Temp Parking Lot 1993489510 Proposed future -Copy Type/1/24-hr 100-Year Rainfall=6.90" Prepared by{enter your company name here} Printed 3/6/2012 HydroCAD®9.10 s/n 05128 02009 HydroCAD Software Solutions LLC Page 48 Summary for Pond 7P: DP Inflow Area = 3.443 ac, 64.22% Impervious, Inflow Depth = 5.04" for 100-Year event Inflow = 18.78 cfs @ 12.11 hrs, Volume= 1.447 of Outflow = 17.30 cfs @ 12.12 hrs, Volume= 1.416 af, Atten= 8%, Lag= 0.5 min Primary = 17.30 cfs @ 12.12 hrs, Volume= 1.416 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 198.20' @ 12.16 hrs Surf.Area= 2,103 sf Storage= 3,115 cf Plug-Flow detention time= 19.4 min calculated for 1.415 of(98% of inflow) Center-of-Mass det. time= 6.3 min ( 806.2- 799.9) Volume Invert Avail.Storage Storage Description #1 196.00' 6,871 cf Custom Stage Data(Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 196.00 924 112.7 0 0 924 197.00 1,291 131.5 1,102 1,102 1,309 198.00 1,931 170.9 1,600 2,703 2,269 199.00 2,839 207.8 2,370 5,073 3,397 199.60 3,157 217.2 1,798 6,871 3,740 Device Routing Invert Outlet Devices #1 Primary 196.00' 24.0" Round Culvert X 3.00 L= 61.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 196.00'/ 195.69' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior Primary OutFlow Max=16.41 cfs @ 12.12 hrs HW=198.15' TW=197.94' (Dynamic Tailwater) t1=Culvert (Inlet Controls 16.41 cfs @ 1.74 fps) Temp Parking Lot 1993489S10_Proposed future - Copy Type/1/24-hr 100-Year Rainfall=6.90" Prepared by(enter your company name here) Printed 3/6/2012 HydroCADO 9.10 s/n 05128 ©2009 HydroCAD Software Solutions LLC Page 49 Pond 7P: DP Hydrogra ph 21 _ _ _ _ _ ■Inflow 18.78 dfs I M Primary 19 Inflow Area=3.443 ac. 18 __ 17.30.Cf 17 _ Peak.Elev=198.20': 16 Storage=3,11 S i f:. _ 13 _ 24.0" 12 11 _ Round GUlVert x-:3.00 10 LL 9 - n=0.020 8 - 7 L=61 .0' 5 S=0.0051 Ir 4 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) S"W N S r q ` 't1 yJ 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE (860) 644-2511 CERTIFIED MAIL 7008 1300 0001 4578 4495 March 7, 2012 Jeffrey Tesch Ticket Network 83 Gerber Road South Windsor CT 06074 Dear Mr. Tesch: Re: Appl. 1.2-09P,Ticket Network Temporary Parking Expansion Site Plan We are pleased to advise you that the above mentioned application for a Site Plan of Development was approved with modifications. This approval is for the expansion of parking on property located at 83 Gerber Road, I zone, as shown on plans prepared by Fuss &O'Neill,dated 2/23/12, as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions.of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of 4. An erosion and sedimentation bond in the amount of$2.500 and a stormwater structure bond int eh amount of$5,000 is required and must be submitted prior to filing of mylars. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. The building street number must be included on the final plan. 9. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 11. If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued(per CGS §14-311). 12.Engineering comments dated 3/2/12 must be incorporated into the plans. Black and white transparent mylars of Sheet#CS-101 and CS 102 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission to be stamped and signed. The letter of approval must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, ?a'a 9 105 Patrick Kennedy, C air Planning and Zoning Commission PK/ma cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal -� � -- _fir. --- _ _ - �� _� r• - - - - - •� �� • .. ■ Complete Items 1,2,and 3.Also complete A. signature item 4 if Restricted Delivery Is desired. _ - -14nt X ■ Print your name and address on the reverse r W, Addressee so that we can return the card to you. B. Receiv by(Printed Name) C. Date of Delivery ■ Attach this card to the back of the mailplece, 3„ f� or on the front if space permits. _ - - D. Is delivery address different from Item 1? 001)s 1. Article Addressed too: If YES,enter delivery address below: o Jeffi T2 h 7S- 6,c,r6 er Tickcf)l�d-work 33 Gubcr 2ocw v. 6 ►k avi o r CT o6G!�`f ICU* W I Vd50 V- CT L co G-f 3. Service Type ldoertifled Mail ❑Express Mail 0 Registered ❑Return Receipt for Merchandise ❑Insured Mail ❑C.O.D. 4. Restricted Delivery?(Extra Fee) ❑Yes 2. ArticieNumber 7008 1300 0001 4578 4495 (Transfer from service label) Ps Form 3811,February 2004 Domestic Return Receipt 1IM595-02-101-1W Postal CERTIFIED MAIL,. RECEIPT r.r7 Only; Provided) Er For delivery information visit our website at www.usps.comD F-77FICIAL US Ln Postage $ Certified Fee rq Postmark 0 Return Receipt Fee Here l3 (Endorsement Required) O Restricted Delivery Fee (Endorsement Required) 0 Total Postage&Fees rl Sent To CO Je-Rre� T�-36) I -cku, N&WoryK -_ P p ................................. ........ E StreeLi3-tNo;'.' ..----- -'- C3 orPOBoxNo. 0 5 GuOe V IcdOJ 171- Ciry,State,Z/P+4 � �� g� SUvrV� �i�1(9SGY CT GUc-f4 i PERMITS/INSP PAYMENT RECPT#: 20550466 TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 03/08/12 TIME: 11:03 CLERK: michelerl DEPT: CUSTOMER#: 0 PARCEL: CHG: BONDPL BOND FEE - PLAN 7500.00 AMOUNT PAID: 7500.00 PAID BY: TICKET NETWORK CAMPU PAYMENT METH: CHECK 79093 REFERENCE: AMT TENDERED: 7500.00 AMT APPLIED: 7500.00 CHANGE: .00 PRECONSTRUCTION MEETING SIGN-IN SHEET e F= Jam' l n e:::�, !�e 10W N Sfq C.. r�tjjSS 710w� CJ7 slou� V&Uaot co F � ti S r. c 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSoe•c° TELEPHONE(860) 644 2511 March 12,2012 Fuss &O'Neill Ronald Bomengen 146 Hartford Road Manchester, CT 06040 Dear Mr. Mitchell: Re: Preconstruction Meeting for Appl. 12-09P,TicketNetwork Gravel parking area IN ATTENDANCE Name Company E-MAIL Phone number Jeffrey Doolittle SW Town Engineer 'effre .doolittle southwindsor.or 644-2511 x245 Jeffrey Folger SW Enviro. Planner jeffrey.folger@southwindsor.org 644-2511 x229 Bernie Drabek SW Engineer bemard.drabek@southwindsor.org 644-2511 x241 Will Dowty R&C 80 Wilson Lane,Vernon, CT 860-875-3883 Tom Galeota Fuss&O'Neill 146 Hartford Road,Manchester, CT 860-646-2469 x5372 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control .1. All erosion and sedimentation control measures are-to be in place prior to earth moving_operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Environmental Planner, for inspection when measures are in place,prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction a crushed stone tracking pad may need to be installed and maintained to minimize tracking of dirt/gravel onto Gerber Road West. Calcium chloride or water is to be used for dust control as required. Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work with inspections and testing per Developer's Checklist for the following: a. After site is staked out b. All drainage work/grading 3. Certification of gravel used as a sub-base and processed stone for base will be required from an approved testing company. 4. No sub-grade formation/base in frozen ground/snow. Same for pipe/structure installation. 5. As-built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 6. Any problems and/or questions regarding construction of this project will be directed to Will Dowty in the field at(860)930-7656. 7. Job meetings will be held as needed and can be called by the developer or Town. 8. Seventy-two (72) hours' notice needed for certificate of occupancy inspection and a $35 C.O. inspection fee is due at that time. 9. Any proposed changes are to be presented to the Engineering or Planning Departments prior to implementation on change order form in quadruplicate with four(4) copies of the drawing. Town will attempt to turn around within 24 hours. 10.Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. 11.No paving after October 15 or before April 15 without written approval from Director of Public Works. Planning Denarirnent 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. Very truly yo s, x f Michele R. Lipe,AICP Town Planner MRL/as cc: Jeffrey Doolittle,Town Engineer Bernie Drabek, Engineering Inspector Karl Reichle, Public Works Christopher Dougan, Chief Building Official Walter Summers, Fire Marshal ,SOWN Se4 o01C slaa� G V 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�dsox-co� TELEPHONE (860) 644-2511 May 29,2012 Ron Bomengen,PE,LEED AP Fuss &O'Neill 146 Hartford Road Manchester,C' 06040 Dear Mr.Bomengen: RE:APPL. 12-09P TI(KET NETWORK PARKING EXPANSION Please be advised that TicketNetwork received South Windsor Planning & Zoning approval on March 7, 2012, for a parking lot expansion. This approval is for an additional 68 parking spaces. If any further information is required,please do not hesitate to contact me. Sincerely, Michele R.Lipe,AIC' Town Planner SOWN se4 <� Siou� O s � ?dkd4ot R. 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 f�OSOR-r-O TELEPHONE (860) 644-2511 August 30,2012 Ron Bomengen,PE,LEED AP Fuss &O'Neill 146 Hartford Road Manchester, CT 06040 Dear Mr.Bomengen: RE:APPL. 12-09P TIQKET NETWORK PARKING EXPANSION Please be advised that Ticket Network received South Windsor Planning &Zoning approval on March 7, 2012, for parking lot expansion. This approval is for an additional 68 parking spaces resulting in a total of 377 parking spaces provided. The existing 186,000 square foot building remains unchanged. If any further information is required,please do not hesitate to contact me. Sincerely, 4 Michele R. Lipe,AIC Town Planner BOND TRANSMITTAL DATE: 11 APPLICANT NAME Y7e;1'y✓b��l �h .. -ADDRESS '7� I1i91✓i Q r•6r� �� � �J 0��' - PROJECT LOCATION/ADDRESS !S'� ✓1�i'" LOT si P&Z OR CC IWA/ APP _LIGATION NUMBER ® P - -AMOUNT OF BOND r S4__v o o CHECK NUMBER 9 3 DEPARTMENT plam h SUBMITTED BY 3 DATE RECEIVED BY FINANCE 3 . 8 /�a DATE SUB ACCOUNT NUMBER 5 j O O / 7 -7 NWwnLa7ldiivoqPVnoioe.D 1MasiaoVvcmrlPamAs-BoadsBONO TKANSMI TAL 08-27-0I.d.