Loading...
Drainage Calculations Kurt Quaintance From: Kurt Quaintance [kquaintance @jrhinc.com] 4 AM n April 04, 2012 8:46 Sent: Wednesday, Y� p To: 'Shamla, Joe' Subject: Superdog CITY OF CHANHASSEN Attachments: SD005677.pdf RECEIVED MAY 0 4 2012 SD0C5677.pdf CHANHASSEN PLANNING DEPT (905 KB) Joe, Attached is the previously approved drainage calcs that include all 22.4 ac of southern drainage area of which 3.08 is the Superdog site. This is based on a composite CN of 84 and NURP based on 80% impervious directly connected. Our combined new site will be somewhere under 60% impervious as well as a composite CN of under 84. Let me know as soon as you can if you do not agree with this. Otherwise, I will assume that the ponding, both quality and quantity, is taken care of with the regional pond system. Thanks. Kurt ()V 04'42%1( Sit& Kurt D. Quaintance, PE Vice President James R. Hill, Inc. a.,►., 46.2.7. 2500 West County Road 42, #120 CO 75 Burnsville, MN 55337 Ph. 952 -890 -6044 (ext. 1 17) Fax. 952 -890 -6244 Cell (61 2) 508 -8890 kquaintance jrhinc.com Page l of l Kurt Quaintance From: Kurt Quaintance [kquaintance @jrhinc.com] Sent: Thursday, March 20, 2008 3:17 PM To: 'JSHAMLA @CI.CHANHASSEN.MN.US' Subject: ARBORETUM BUSINESS PARK DRAINAGE /SUPERDOG JOE, ATTACHED ARE DRAINAGE CALCULATIONS /MAPS FOR THE SOUTHERN REGIONAL POND OF THE ARBORETUM BUSINESS PARK (22.4 ACS DRAINAGE AREA). I HAVE INCLUDED A JRH HYDROCAD VERSION OF THE SCHOELL & MADSON DRAINAGE CALCS THAT I HAD RECEIVED FROM ALYSON, AS WELL AS SCHOELL & MADSON COMPS THAT ILLUSTRATE WHERE I PULLED SOME OF THE BASE NUMBERS. ONE OF THE HYDROCAD RUNS IS THE 100YR AND THE OTHER IS THE NPDES WATER QUALITY (0.5 IN RUNOFF -5.66 CFS /SURF AC). I HAVE ALSO INCLUDED A WALKER NURP CALC WITH THE REQUIRED MPCA PERMANENT VOLUME. IT LOOKS TO ME THAT THE CURRENT REGIONAL POND AS SHOWN AND DESIGNED PER THE DOCUMENTS PROVIDED BY SCHOELL & MADSON MEETS WATER QUANTITY AND QUALITY REQUIREMENTS FOR THE ENTIRE 22.4 ACS, WHICH INCLUDES THE 3.08 AC KENNEL SITE EAST OF THE HOLIDAY STATION STORE ON 82ND STREET. PLEASE LET ME KNOW WHAT YOU THINK. IF YOU HAVE ANY QUESTIONS, PLEASE GIVE ME A CALL. THANKS KURT Kurt D. Quaintance, PE Vice President James R. hill, Inc. 2500 West County Road 42, #120 Burnsville, MN 55337 Ph. 952 - 890 -6044 Fax. 952 -890 -6244 kquaintance (ajrhmc. com 3/20/2008 K - .. , ._ . 'IS (new Subcat) 2 (new Pond) SUbCat Reach 'on. Link: Drainage Diagram for superdog proposed 3 -20 -08 Prepared by {enter your company name here) 3/20/2008 HydroCAD® 7.00 sin 000744 © 1986-2003 Applied Microcomputer Systems superdog proposed 3 - 20 - 08 Type 11 24-hr 100yr Rainfall = 5.90" Prepared by {enter your company name here} Page 2 HydroCAD® 7.00 s/n 000744 © 1986 - 2003 Applied Microcomputer Systems 3/20/2008 Time span =0.00- 100.00 hrs, dt =0.10 hrs, 1001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 1S: (new Subcat) Runoff Area= 22.400 ac Runoff Depth= 4.10" Tc =30.0 min CN =84 Runoff =78.56 cfs 7.659 af Pond 2P: (new Pond) Peak Elev= 966.19' Storage =4.271 af Inflow =78.56 cfs 7.659 af Outflow =10.00 cfs 7.614 af Total Runoff Area = 22.400 ac Runoff Volume = 7.659 af Average Runoff Depth = 4.10" superdog proposed 3 -20 -08 Type II 24 -hr 100yr Rainfall = 5.90" Prepared by {enter your company name here} Page 3 HydroCAD© 7.00 s/n 000744 © 1986 -2003 Applied Microcomputer Systems 3/20/2008 Subcatchment 1S: (new Subcat) Runoff = 78.56 cfs @ 12.24 hrs, Volume= 7.659 af, Depth= 4.10" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.10 hrs Type II 24 -hr 100yr Rainfall = 5.90" Area (ac) CN Description 22.400 84 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Pond 2P: (new Pond) Inflow Area = 22.400 ac, Inflow Depth = 4.10" for 100yr event Ai Inflow = 78.56 cfs @ 12.24 hrs, Volume= 7.659 af Outflow = 10.00 cfs @ 13.27 hrs, Volume= 7.614 af, Atten= 87 %, Lag= 62.2 min Primary = 10.00 cfs @ 13.27 hrs, Volume= 7.614 af Routing by Sim -Route method, Time Span= 0.00- 100.00 hrs, dt= 0.10 hrs Peak Elev= 966.19' @ 13.27 hrs Surf.Area= 1.034 ac Storage= 4.271 af Flood Elev= 970.00' Surf.Area= 1.330 ac Storage= 8.160 af Plug -Flow detention time= 363.4 min calculated for 7.614 af (99% of inflow) Center -of -Mass det. time= 359.7 min ( 1,182.9 - 823.3 ) # Invert AvaiLStorage Storage Description 1 962.00' 8.160 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962 0.710 0.000 0.000 970.00 1.330 8.160 8.160 C er Pas\ # Routing Invert Outlet Devices -Por1 Primary 962.00' 24.0" x 65.0' long Culvert Ke= 0.500 Outlet Invert= 961.55' S= 0.0069'/' n= 0,013 Cc= 0.900 2 Device 1 962.00' 9.0" Vert. Orifice /Grate C= 0.600 3 Device 1 963.30' 12.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =9.99 cfs @ 13.27 hrs HW= 966.19' (Free Discharge) L1= Culvert (Passes 9.99 cfs of 26.93 cfs potential flow) t -2=Orifice/Grate (Orifice Controls 4.15 cfs @ 9.4 fps) 3= Orifice /Grate (Orifice Controls 5.84 cfs @ 7.4 fps) • 1 S (new Subcat) • 2 . (new Pond) $ ub ca t Re Pon_ _ Link Drainage Diagram for superdog proposed wall uafity3 -20 -08 Prepared by {enter your company name here} 3/20/2008 HydroCAD® 7.00 s/n 000744 ®1986 -2003 Applied Microcomputer Systems • superdog proposed water quality3 - - Type ll 24 -hr water quality Rainfall = 0.70" Prepared by {enter your company name here} Page 2 HydroCADO 7.00 s/n 000744 © 1986 - 2003 Applied Microcomputer Systems 3/20/2008 Time span =0.00 100.00 hrs, dt =0.10 hrs, 1001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 1S: (new Subcat) Runoff Area = 22.400 ac Runoff Depth = 0.50" Tc =1.0 min CN =98 Runoff =20.00 cfs 0.940 af Pond 2P: (new Pond) Peak EIev= 962.57' Storage =0.578 af Inflow =20.00 cfs 0.940 af Outflow =0.92 cfs 0.901 af Total Runoff Area = 22.400 ac Runoff Volume = 0.940 af Average Runoff Depth = 0.50" IC I i' • superdog proposed water quality3 - - Type /l 24 -hr water quality Rainfall = 0.70" Prepared by {enter your company name here} Page 3 HydroCAD® 7.00 s/n 000744 © 1986-2003 Applied Microcomputer Systems 3/20/2008 Subcatchment 'IS: (new Subcat) [49] Hint: Tc <2dt may require smaller dt Runoff = 20.00 cfs @ 11.89 hrs, Volume= 0.940 af, Depth= 0.50" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00- 100.00 hrs, dt= 0.10 hrs Type 11 24 -hr water quality Rainfall = 0.70" Area (ac) CN Description 22.400 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, Pond 2P: (new Pond) Inflow Area = 22.400 ac, Inflow Depth = 0.50" for water quality event Inflow = 20.00 cfs © 11.89 hrs, Volume= 0.940 af Outflow = 0.92 cfs @ 13.02 hrs, Volume= 0.901 af, Atten= 95 %, Lag= 68.0 min Primary = 0.92 cfs @ 13.02 hrs, Volume= 0.901 af Routing by Sim -Route method, Time Span= 0.00 - 100.00 hrs, dt= 0.10 hrs Peak Elev= 962.57'@ 13.02 hrs Surf.Area= 0.754 ac Storage= 0.578 / Flood Elev= 970.00' Surf.Area= 1.330 ac Storage= 8.160 af _ 1 S/ -E AL Plug -Flow detention time= 652.4 min calculated for 0.900 af (96% of inflo ) 1 Center -of -Mass det. time= 632.4 min ( 1,424.9 - 792.5 ) # Invert Avail.Storage Storage Description 1 962.00' 8.160 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) . 962.00 0.710 0.000 0.000 970.00 1.330 8.160 8.160 # Routing Invert Outlet Devices 1 Primary 962.00' 24.0" x 65.0' long Culvert Ke= 0.500 Outlet Invert= 961.55' S= 0.0069'/' n= 0.013 Cc= 0.900 2 Device 1 962.00' 9.0" Veit Orifice /Grate C= 0.600 3 Device 1 963.30' 12.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.92 cfs @ 13.02 hrs HW= 962.57' (Free Discharge) • L = Culvert (Passes 0.92 cfs of 1.61 cfs potential flow) 2= Orifice /Grate (Orifice Controls 0.92 cfs @ 2.6 fps) 3 =Orifice/Grate ( Controls 0.00 cfs) NURP DESIGN - POND PROJECT: ARBORETUM BUSINESS PARK PROJ. NO.: CLIENT: PLAN DATE: 3 -20 -08 LOCATION: CHANHASSEN, MINNESOTA COMP. DATE:3 -20 -08 NURP POND DESIGN INPUT DATA TOTAL WATERSHED AREA (ACRES): 22.4 TOTAL IMPERVIOUS AREA DIRECTLY CONNECTED TO STORM SEWER: 17.92 ,--80% AREA WEIGHTED MEAN SCS CURVE NUMBER: 61 20% DESIGN STORM SIZE (INCHES): 2.5 NURP POND DESIGN OUTPUT PARAMETERS IMPERVIOUS FRACTION: 80.00% MAXIMUM SOIL RETENTION (INCHES) 6.39 DESIGN STORM RUNOFF (INCHES): 2.04 MIN. REQUIRED WET VOLUME STORAGE (NURP) VOLUME (ac -ft): 3.81 DESIGNED WET VOLUME STORAGE (NURP) VOLUME (ac -ft): 4.04 PER PLAN REQUIRED MPCA PERMANENT VOLUME (1800FT ^3 /AC) (ac -ft): 0.93 Method of calculation is taken from "DESIGN CALCULATIONS FOR WET DETENTION PONDS" by William W. Walker, October, 1987. • Quick TR -55 Version: 5.45 S /N: Page 1 TR -55 TABULAR HYDROGRAPH METHOD Type II Distribution (24 hr. Duration Storm) Executed: 04 -04 -1997 09:31:44 Watershed file: - -> C:\DATA\61809\004\PR\S100 .WSD Hydrograph file: - -> C: \DATA \61809 \004 \PR \51000 .HYD GATEWAY CHANHASSEN 3/22/97 JK STORMWATER MANAGEMENT PLAN PROPOSED CONDITIONS NURP BASIN DESIGN SOUTH BASIN (BC -P2.7) 100 YEAR DESIGN STORM >>» Input Parameters Used to Compute Hydrograph c<‹< Subarea AREA CN•1_ Tc * Tt Precip. Runoff Ia /p escription (acres) 1 (hrs) (hrs) (in) (in) input /used PROPOSED 22.40 84.0 0.50 0.00 5.90 I 4.10 .06 .10 Travel time from subarea outfall to composite watershed outfall point. Total area = 22.40 acres or 0.03500 sg.mi Peak discharge = 76 cfs I >>» Computer Modifications of Input Parameters ««< Input Values Rounded Values Ia /p Subarea Tc * Tt Tc * Tt Interpolated Ia /p scription (hr) (hr) (hr) (hr) (Yes /No) Messages ROPOSED 0.62 0.00 0.50 0.00 No Computed Ia /p < .1 1[Travel time from subarea outfall to composite watershed outfall point. v 1 1 1 1 n POND -2 Version: 5.17 S /N: Page 7 XECUTED: 04 -04 -1997 09:39:51 1 1 * * * * * * * * * * * * * * * * ** SUMMARY OF ROUTING COMPUTATIONS * * * * * * * * * * * * * * * * ** Pond File: C: \DATA \61809 \004 \PR \SPND .PND Inflow Hydrograph: C: \DATA \61809 \004 \PR \S1000 .HYD Outflow Hydrograph: C: \DATA \61809 \004 \PR \OUT .HYD 1 Starting Pond W.S. Elevation = 962.00 ft 1 * * * ** Summary of Peak Outflow and Peak Elevation * * * ** Peak Inflow = 76.00 cfs Peak Outflow = 11.29 cfs 4 Peak Elevation = 966.26 ft * * * ** Summary of Approximate Peak Storage * * * ** *:Initial Storage = 4.04 ac -ft tl..AAA -c-0 Peak Storage From Storm = 3.66 ac -ft Total Storage in Pond = 7.70 ac -ft Warning: Inflow hydrograph truncated on left side. POND -2 Version: 5.17 S /N: , I GATEWAY CHANHASSEN 4/3/97 JK STORMWATER MANAGEMENT PLAN PROPOSED NURP BASIN DESIGN SOUTH BASIN STORAGE VOLUMES 1 CALCULATED 04-04-1997 10:0 8: 3 2 DISK FILE: C: \DATA \61809 \004 \PR \SVOL .VOL 1 Planimeter scale: 1 inch = 100 ft. * Elevation Planimeter Area P_1 +A2 +sgr(A1 *A2) Volume Volume Sum (ft) (sq.in.) (acres) (acres) (acre -ft) (acre -ft) 952.00 1.00 0.23 0.00 0.00 0.00 9. .00 2.40 0.55 1.14 3.41 3.41 3 .10 1.89 0.63 4. 04 970.00 5.80 1.33 3.02 8.04 12.08 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt. (Areal *Area2) ) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 1 1 1 1 • t All 1 Outlet Structure File: SSTR .STR POND -2 Version: 5.17 S /N: Date Executed: Time Executed: *************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GATEWAY CHANH7a S S EN 4/3/97 JK 1 STORMWATER MANAGEMENT PLAN PROPOSED NUTRIENT TRAP SOUTH BASIN (BC -P2.7) *************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>»» Structure No. 1 ««« 1 (Input Data) ORIFICE Orifice - Based on Area and Datum Elevation El elev.(ft)? 962. 0 E2 elev.(ft)? 970.0 Orifice coeff.? .62 Invert elev.(ft)? 962.0 ,� Datum elev.(ft) ? 962.0 ` Orifice area (sq ft) ? .4416 1 1 1 1 1 1 1 1 Outlet Structure File: SSTR .STR POND -2 Version: 5.17 S /N: Date Executed: Time Executed: • **************** * * * * * * * * *, * * * * * * * * * * * * * * * * * * * ** GATEWAY CHPNHPSSEN 4/3/97 JK STORMWATER MANAGEMENT PLAN PROPOSED NUTRIENT TRAP SOUTH BASIN (BC -P2.7) *************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>»» Structure No. 2 ««« (Input Data) ORIFICE Orifice - Based on Area and Datum Elevation El elev.(ft)? 963.3* E2 elev.(ft)? 970 Orifice coeff.? .62 Invert elev.(ft)? 963.3 Datum elev. (ft) ? 963.3 L� • Orifice area (sq ft) ? .785 1/ p�` N -3 t �O CO v _, O V Cl. CT n co N p �O W V U (T .b. W N 0,Nul g 3 a Vl O O O Q �v x O O iii N i' ,... m Ell m 0 0 0 (1 D © ° Z .z m y 2 p 1 1 �— 1 b _ i0 a a o N N p c s N 2a , Co N C 1 1 a (p 1 se at N gn 4$ - ° m l 1 c pp°° 0 g �. P o WJor` - P' a Utz vlNvt U1VlZ11 11 .1 .1 •S J , ,s :1 ' tsN0NNN4- a_ w . ;� • w O N — N w 6\ l• � � (N -0 --I' - c) I:y 0 LQ Cl. - - - . ' . *°' m . al c c P. c I N w 3 7 -► (N 6 f 1 xi at za :: .. 1, , 0 - ., , _ '---1 to O d 0 d N Z $°:c1'� 3 (I n w '3 , 2 . `DI t)% , ''o.' _`_)3, '6; 6N gA (7. Z _ Q 0 p a Q �, _ N N N N NNNNN N -1 UI N W t. N 0 o - N4"t'`o W o O W . N �z n n 33 � 0 v c- � -< mm . v cg- 0 oZ O m0P p Z 0 0 D a (D 4=. m = Q (J 6 , N o -< N P .cp O 3 .7'^ N ZN sg I — w A _ 0 0 0 0 bU' — cp N0 i4 F, ) 5 _9 TI yt w r► N S) 0 0 0 Q 0 0 N d '0 CO V 0. cn a co N — 0 'O oe V O. cn (4 N —' 'r1 F - ,p S D '..iii - v� �� N , � N ' • . �e �+ ` e e ` e ` e v. C 0' o q o