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Specifications (29) k S3A.,N:J IcC CW1 %(\elSkVC\ SeA Jaguar Land Rover Storm Drainage Calculations RECEIVED OFFICE COPY MAY 9 2018 ' CITY OF TIGARD BUILDING DIVISION I r 10205 SW Washington Square Road Tigard, Oregon I I April 2018 Project Number: 17260 I I I I U 1 I I Jaguar Land Rover Storm Drainage Calculations 1 1 I 1 I 0205 SW Washington Square Road Tigard,d, or egg.of l I April 2018 ' Project Number: 17260 1M1 I mow TM RIPPEY g s_ CONSULTING ENGINEERS 7650 SW Beveland Street, " Suite 100 • Tigard,Oregon 97223 11C4,7* e'� Phone: 503 443 3900 Fax: 503 443 3700 1q' 41e2:}/;; /i� .__, email:kkoroch@tmnppey.com 1 Table of Contents Introduction 1 Water Quality Treatment 1 Runoff Flow Control 1 Maintenance and Operations Manual 3 Appendix 1 Storm Drainage Calculations Water Quality Treatment Calculations HydroCAD Output for Pipe Sizing HydroCAD Output for Detention Site Conveyance Calculations Appendix 2 Operation and Maintenance Plan I 1 I I 1 I I P:\2017 Projects\17260 MDG Land Rover Washington SquarelStorm\Drainage Analysis\2018-3-21 Drainage Analysis.doc Introduction This project is a retail vehicle sales and service facility and is located west of Greenburg Road on a parcel that is part of the Washington Square Mall property. This site is south of Washington Square Drive and was formerly the site of a movie theater and adjacent restaurant. Both buildings have been demolished but the site paving and associated impervious surfaces remain. The site has recently been separated from an adjacent restaurant/parking parcel. The site is approximately 1 4.5 acres. These storm drainage calculations address the private storm system to be constructed with development. Water Quality Treatment Water quality treatment conforms to current City of Tigard and Clean Water Services (CWS) standards. The standards specify a water quality event of 0.36 inches of rainfall over four hours. At the direction of City of Tigard staff, runoff from a separate showroom building is directed to a flow through vegetated treatment rain garden adjacent to the showroom building. Runoff from the remainder of the site is treated with a Contech Stormwater Solutions water quality cartridge system that treats 15 gallons per minute (0.0334 cubic feet per second) per cartridge. Current CWS standards consider this project to be redevelopment since the site is currently paved and has recently had two building in place (as noted above, two were recently removed). Because of this, CWS requires storm runoff treatment for the portion of the site that will be modified with new buildings and paving as well as three times this area. Since the building and paving associated with this development comprises the entirety of the site, the entire site must be configured for runoff treatment. Site impervious area following development will be approximately 164,214 square feet. Of this, 1,920 square feet is the east showroom roof and will be routed to the adjacent flow through rain garden. Runoff from the remainder of the site (164,214 sf. — 1,920 sf. = 162,294 sf.)will be collected with rain drains and catch basins and will be directed to a single cartridge style treatment vault located near an existing storm outfall at the southern portion of the site. LIDA Flow Through Rain Garden: ' East Building Roof: 1,920 sf x 0.06 = 115 sf of treatment bottom area required. Contech Stormfilter Cartridges WQ Volume = (0.36 in x 162,294 sf) / 12 in/ft = 4,869 cubic feet. WQ Flow= 4,869 cf/14,400 sec= 0.338 cfs. At a capacity of 0.0334 cfs per cartridge, 11 cartridges are required for treatment of the portion of the site draining to the vault. An 8 x 11 ft. Contech Stormfilter peak diversion cartridge vault will be utilized to provide the required treatment. Runoff Flow Control The site currently consists of approximately 155,698 square feet of impervious area. As noted above, following development, approximately 164,214 square feet of impervious surface will exist. This is an increase of approximately 8,516 square feet of impervious area. Because 1,920 square feet of impervious surface is routed to the vegetated flow through rain garden, this area has been deducted from the flow control calculations for both pre and post development. This results in a predevelopment impervious area of 153,778 sf. and a post development impervious area of 162,294 sf.,with the same 8,516 sf. of increase. P:\2017 Projects\17260 MDG Land Rover Washington Square\Stonn\Drainage Analysis\2018-3-21 Drainage Analysis.doc Runoff has been modeled using HydroCAD software employing Santa Barbara Unit Hydrograph Imethodology. The portions of the site that are pervious are modeled with a runoff curve number, CN of 79. Time of concentration for pervious areas are averaged as 7 minutes because the pervious areas on the site are perimeter landscaping and parking islands and consequently are quite small. CN for the impervious areas is 98. IDetention is provided by an ADS StormTech SC 740 storm detention chamber system, consisting of one row of of 8 semicircular chambers set on a bed of drain rock with drain rock backfill. The analysis utilizes I both the chamber volume and additional volume in the surrounding rock backfill for capacity. See the table below for specific detention information and the construction plans for detention chamber configuration. IControl Structure Discharge 2 Year 10 Year 25 Year Predevelopment Runoff, cfs 2.17 3.16 3.63 IPost Development Runoff, cfs 2.25 3.24 3.71 Controlled Outflow, cfs 2.17 3.16 3.58 IOrifice Elevation, ft. 180.60 183.91 183.91 Orifice Diameter, in. 8.5 5.3 * I Water Surface Elevation, ft. 183.91 184.48 184.87 Detained Volume, cf. 451 708 899 *Orifice for 10 year event controls for 25 year event as well. IRunoff for pipe sizing is modeled using HydroCAD 1M software employing Santa Barbara Unit Hydrograph (SBUH) methodology. Rainfall is based on the 25 (3.9")year Type 1A storm event, per CWS R&0 17-5, I Section 5.04.2.b.2, and Drawing 1280. Pipe sizing is based on Manning's Equation with a roughness coefficient, n, of 0.013. See attached pipe sizing spreadsheet. I As no changes to site outflow will occur because of the provided flow control, the downstream system will experience no additional flow and no modifications will occur. I I I I I I I P:\2017 Projects\17260 MDG Land Rover Washington Square\Storm\Drainage Analysis\2018-3-21 Drainage Analysis.doc I I I Appendix 1 I Water Quality Treatment Calculations HydroCAD Output for Pipe Sizing HydroCAD Output for Detention Site Conveyance Calculations I I I 1 I I I I I 1 •I I 1 7650SW Beveland Street TM RIPPEY Suite 100 Tigard,Oregon 97223 411/1 IN-I CONSULTING ENGINEERS Phone: 503 443 3900 Fax: 503 443 3700 email:kkoroch@tmrippey.com March 21, 2018 Jaguar Land Rover Project Number: 17260 Storm Water Quality Treatment Sizing Total site impervious area 164,214 ft 2 Area draining to vegetated facilities: 1.920 ft2 Net area draining to Stormfilter: 162,294 ft2 ter Quality Volume WQV(cf) = 0.36 in. X 162,294 ft2 12 (in/ft) = 4868.82 cf I Water Quality Flow WQF(cfs) = 4868.82 cf 14,400 sec = 0.3381 cfs Cartridge Flow Rate 0.0334 cfs ( 15 gpm) Cartridges Required 10.1231 Use 11 cartridges I I P:\2017 Projects\17260 MDG Land Rover Washington Square\Stonn\Drainage Analysis\2018-3-21 WQ Calculations With LIDA.doc I 1 2018-4-13 Pipe Sizing Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 4.012 98 Paved parking, HSG C (Al, Cl, G, G1, H1, 1, J1, K1, L1) 1.546 98 Roofs, HSG C (A10, B, B1, B10, B2, C10, D10, E10, E2, F, Fl, F10, F2, F3, G10, H, H10, H2, H3, 110, J10, K10, L10) 5.558 98 TOTAL AREA 1 1 1 1 • 1 1 f 1 1 I I I 1 1 I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 3 I Time span=0.10-80.00 hrs, dt=0.01 hrs, 7991 points Runoff by SBUH method, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ISubcatchment Al: Area Al Runoff Area=23.380 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.49 cfs 0.164 af ISubcatchment A10: Area A10 Runoff Area=5,070 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.11 cfs 0.036 af I Subcatchment B: Area B Runoff Area=3,070 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.06 cfs 0.022 af I Subcatchment B1: Area B1 Runoff Area=8,235 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.17 cfs 0.058 af I Subcatchment B10: Area B10 Runoff Area=4;085 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.09 cfs 0.029 af Subcatchment B2: Area B2, C, D, E Runoff Area=4,134 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.09 cfs 0.029 af Subcatchment Cl: Area Cl Runoff Area=22.310 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.47 cfs 0.156 af Subcatchment C10: Area C10 Runoff Area=3,075 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.06 cfs 0.022 af ISubcatchment D10: Area D10 Runoff Area=1,723 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.04 cfs 0.012 af ISubcatchment E10: Area El0 Runoff Area=770 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.02 cfs 0.005 af ISubcatchment E2: Area E2 &E3 Runoff Area=675 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.01 cfs 0.005 af I Subcatchment F: Area F Runoff Area=2,358 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.05 cfs 0.017 af I Subcatchment Fl: Area Fl Runoff Area=1,920 sf 100.00% impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.04 cfs 0.013 af Subcatchment F10: Area F10 Runoff Area=4,640 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.10 cfs 0.033 af Subcatchment F2: Area F2 Runoff Area=1,058 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.02 cfs 0.007 af Subcatchment F3: Area F3 Runoff Area=1,908 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.04 cfs 0.013 af I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 4 I Subcatchment G: Area G Runoff Area=19.186 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.40 cfs 0.135 af I Subcatchment G1: Area G1 Runoff Area=12.656 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.27 cfs 0.089 af I Subcatchment G10: Area G10 Runoff Area=1,548 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.03 cfs 0.011 af Subcatchment H: Area H Runoff Area=6,360 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.13 cfs 0.045 af Subcatchment H1: Area H1 Runoff Area=3,200 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.07 cfs 0.022 af Subcatchment H10: Area H10 Runoff Area=2,795 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.06 cfs 0.020 af I Subcatchment H2: Area H2 Runoff Area=3,465 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.07 cfs 0.024 af I Subcatchment UbGatGfTLfi H3: Area HS Runoff Area=1,890 inorfArea=1,090 ai 100.00% impervious Runoff Depth-1.67"Fath-3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.04 cfs 0.013 af ISubcatchment I: Area I Runoff Area=3,080 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.06 cfs 0.022 af I Subcatchment 110: Area 110 Runoff Area=2,880 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.06 cfs 0.020 af I Subcatchment J1: Area J1 Runoff Area=20.500 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.43 cfs 0.144 af I Subcatchment J10: Area J10 Runoff Area=2,592 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.05 cfs 0.018 af Subcatchment K1: Area K1 Runoff Area=36.750 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.77 cfs 0.258 af Subcatchment K10: Area K10 Runoff Area=1,634 sf 100.00% Impervious Runoff Depth=3.67" IFlow Length=200' Tc=5.0 min CN=0/98 Runoff=0.03 cfs 0.011 af Subcatchment L1: Area L1 Runoff Area=33.705 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.71 cfs 0.236 af I Subcatchment L10: Area L10 Runoff Area=1,440 sf 100.00% Impervious Runoff Depth=3.67" Flow Length=200' Tc=5.0 min CN=0/98 Runoff=0.03 cfs 0.010 af ITotal Runoff Area=5.558 ac Runoff Volume= 1.698 af Average Runoff Depth =3.67" 0.00% Pervious=0.000 ac 100.00% Impervious=5.558 ac I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 5 ISummary for Subcatchment Al: Area Al Runoff = 0.49 cfs @ 7.88 hrs, Volume= 0.164 af, Depth= 3.67" iRunoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 23,380 98 Paved parking, HSG C 1 23,380 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment Al: Area Al Hydrograph A , r r 7---r---r --7---r 7---7---r--7- 1 0.551 0.49 cfs r ■ Runoff` -I- k - -a Ty-pe-IA:24-,hr_. 0.45 25;Year I ain#aII;3.90" 0.4:::i ' j Runoff Area=23,380 sf 0.35 Runoff Volltime *0.164 of I iii 0.3-:" , y- - r 7 r r RUfl ft" h43.67"-- --t f--- -;- ; Flow4�eingt1_2Q0'- c 0.25 .2 _ L 4 - -,---- Tc =5 b Hain 0.2 l 4 1 L r oi s 0.15-- i 0.1--f:, 7 r r 7- 7 r 0.05 ; I 0 : 1101.1,111111.1111111111 , 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD© 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 6 ISummary for Subcatchment A10: Area A10 Runoff = 0.11 cfs @ 7.88 hrs, Volume= 0.036 af, Depth= 3.67" IRunoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 5,070 98 Roofs, HSG C 1 5,070 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow Subcatchment A10: Area A10 I Hydrograph I L x.11 cfs _is Runoffil 0.11 - I I I I I i Type1A24-hr 0.1-E -- � 25 Year F ainfail 3.-90"- 0.09= L J 1 -Runoff Area5,Q70-sf- -` 0.08 -- 1 L L J Runoff VoltYrnet0.036_af-_ i 1 I 0.07 E- _J i__ i Runoff De_ith=3.67" 3 0.06 -_ 1 L i L Fiow_,Letjgth=200' .2 0.05- Ta=5. min I 1 L L L 1 L 1 L0 J 0.04 : CN =0/98 0.03 I I I I I 0.02-'-- 1 __ 0.01= z I 1 I 0= . 111.101.1111111.5111 I 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 7 ISummary for Subcatchment B: Area B Runoff = 0.06 cfs @ 7.88 hrs, Volume= 0.022 af, Depth= 3.67" IRunoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 3,070 98 Roofs, HSG C 1 3,070 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment B: Area B Hydrograph IO.OV CfS r r t- -r -I- r- --1 -r RUr�Off� 0.07 I I I L L 1 L J L J 0.065 r r 4r r r Type-IA;24.-h-r- 0.06�- _ J L 2-5;'Yep-r-R iiaI1 3-.9f-"- 0.055�'� Ru_-- I I -_ 1 I I I I I noff Area; -,0-70 sf- 0.05.,:', __ -------- -----, -r RUnoff Volujme= To- 0.0454-- I I I I 0.04:17-' ,,--_ Runoff Depth=3.67" - r r r r r r �--- 0.035= __ L L [ ; FIQw)_er�,gth=200' — - To=5.Omin-_ 1 -- I I I I IIQ 0.02 I I I I I S I I I I I I I I -- � r � r r r � r � 0.015 _ 0.01-7--z - ' I I 1 I I I I I I 1111 4- 0H , mismaii 1 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 8 ■ Summary for Subcatchment B1: Area B1 IRunoff = 0.17 cfs @ 7.88 hrs, Volume= 0.058 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 8,235 98 Roofs, HSG C 1 8,235 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment B1: Area B1 Hydrograph I I I I I 1 I 0.17 cfs 1 I J ■ Runoff L 1 1 L J L J_1 0.18_ 7 r t -r--,---rt t typ IA 24-hr 0.16= 25 Year Rain aII;3.9;0" 0.14 Runoff Area'78�235 sf I I I I I I N 0.12 RunhffVofl�me�0:058 af-- I Runoff,Depth 3.67" 3 0.1 -._ Flow Length=2Q0' 111 0 u. 0.08-- T4=5.b min 0.06--: '' ; CIV;=0/98- - I I I I I I I I r r r r , T I 0.04-?' I I I I 1 I 1 J___ _1_ _1_ _L 1 L J 1 L J I I I I I 0.02 , I I I I I I I I I I I I I I I I 0 , i 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 9 ISummary for Subcatchment B10: Area B10 IRunoff = 0.09 cfs @ 7.88 hrs, Volume= 0.029 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 4,085 98 Roofs, HSG C 1 4,085 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment B10: Area B10 Hydrograph l 1 1 1 1 1 I j0.0 _ 0 09 CfS r r ',____,___.4____:,_',____,___.4____:,_ --4--- IIRunoff`I 1 1 Type IA-24-hr- 0.08J' � 25 Year Rainfall=3.90" 0.07-?' Runoff Area;4,085 sf -- 0.06-?-' RUndff-V-ofuimer0-.029-`af- I = 1 Runoff b44h;3:67" 0.05= L 1 L :, FIQw�ength=200' I ° 0.04777-- I i Tc=5.0 min IY r f I I - --1--- C �V/9� 0.03--" I I - 1 1 1 1 -- 1 r 1 r T r 1 r 1 I 0.02- I 1 1 1 1 1 1 1 1 1 L 1 L 1 -L 1 L 1 I 0.01 / 1 1 1 1 1 1 1 1 1 1 1 1 0 : ;AMI.IDIMI,MIIMI 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I 1 I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 10 ISummary for Subcatchment B2: Area B2, C, D, E IRunoff = 0.09 cfs @ 7.88 hrs, Volume= 0.029 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 4,134 98 Roofs, HSG C I4,134 100.00% Impervious Area Tc Length Slope Velocity Capacity Description II (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment B2: Area B2, C, D, E Hydrograph 0.09 cfs o.o -- _■ Runoff` - I r y r -1---r t---r typ -IA;24-Jir- ' 0.08--z 25 Year Rainfall-i3.90" 0.07- ; Runoff Area;4,134 sf 0.06 L ` Rein Off-Voltime'-C.029-a#- 1 'off De #h 3.67" 0.05. FIQw Lenjgth=200' 3 ,° 0.04 ' T6=5.0min I 0.03 I I I r 1 r 1" r 1 r 1 1 0.02 J__ L i L t L J L J I I 0.01 I - I I I I I I 0- 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I 1 I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 YearRainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD© 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 11 ISummary for Subcatchment C1: Area Cl IRunoff = 0.47 cfs @ 7.88 hrs, Volume= 0.156 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" • I Area (sf) CN Description 22,310 98 Paved parking, HSG C 1 22,310 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment Cl: Area Cl Hydrograph i I 1 1 1 - . 0.51 0.47 cfs ! ; ; ; II Runoff, n /�- T r r -r I I 7 r. I TypI 0--1A 24-iir 0.45:?' I I0.4 L 1 i L ; 20e-ar-# aintaFt 3-98"- Runoff Area.-422,310_sf_-- 0.35k' Runoff Voltime40.156 of I 1. r 7 0.3= Runoff Depth 3.617" 3 0.25�' Flow Length=200' o = T4=5:0-niin- I u- 0.2=?' /J 0.15=x_ L J L L L J1 L J / 1 I 0.1-` I I I I I I I I - ...-r r -r1,- 0.05-?' I- ..._ 0.05 ; I - Aiiiiimmisimi 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I ' 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 12 ISummary for Subcatchment C10: Area C10 IRunoff = 0.06 cfs @ 7.88 hrs, Volume= 0.022 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 3,075 98 Roofs, HSG C 1 3,075 100.00% Impervious Area Tc Length Slope Velocity Capacity Description II (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment C10: Area C10 Hydrograph I I I f ; I I I 1 1 0.07 0.06 cfs L J L L L 1 L I ; ■ Runoff ill 0.0657---' 1 ; 1 I I T I ;2 -� -r r r r r hy���i�4--hr- 0.06 J L 25 Yea-r-Rii rffalt=3:9 f-" 0.055 - Rumuff AYea 3 075sfi 0.05 i - N 0.045i:-- J RUnoff Volu,me 0.0-22-af- I Q 0.041-1"-'' i Runoff Depth=�3.6T' 0.035 � � ; Flow�.er1gth=200' 0.03-/' I I I 1 Tc=5.O min LL • c == r r , T r r fir: 1 Q 0.025-�/ L J L J L 'Jt_ L 1 LCJ ;_�j/9_Q- 0.02 /, 1 I I 1 I 1 1 1 I I 1 1 "- � r r r r � r ; , I 0.015-,, _ ; I 1 1 I 0.01- _ 0.005-E ,- I ' 1 1 I1 I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I 1 I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 13 ISummary for Subcatchment D10: Area 010 IRunoff = 0.04 cfs @ 7.88 hrs, Volume= 0.012 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 1,723 98 Roofs, HSG C I1,723 100.00% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow I Subcatchment D10: Area D10 Hydrograph 1 0.04 0.04 cfs ; ; ' ; LI Runoff II 0.035 -type # 1.A'24-fir1.A'24-fir- --- -r , r 7 r 25 eC.r_R .i.n.li.�.l�_3_.941 _ 0.03 rLRunoff Area;1,723 sf - 0.025--' - -L 1 L Rundff Vok mera.O124af- 1 , � Runoff pelith=3.6 " 3 0.02 FIQw Lengtli=200' o — i-Tc=5;0-min - I " 0.015 CN=O/98 L L 1 L L L _I L 1 0.01-' 0.005 ' , 0: 1 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) 111 I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall-3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 14 ISummary for Subcatchment E10: Area E10 IRunoff = 0.02 cfs @ 7.88 hrs, Volume= 0.005 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 770 98 Roofs, HSG C 1 770 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment E10: Area E10 Hydrograph 1 0.018 0.02 cfs I Runoff IILIILIUZIIII1-r r -I I r--- 0.016J` t}�; Typpe,,IA:2�4-hr 1 0.014= -I r r 2-�fear-Ram1`aIi,3..*i r )Runoff_Ar4a=710 sf_ 0.012 Runoff Volume=0.005 of I I I I "- 0.01 ` Ru nbfif De fl=i16Tr- PEpw-1. -Q0'- 0 0.008-E-' � Tc=5.O min 0.006 C14=0/98 0.004:_-' I I 0.002, I , I I I I I I , I I I I I I I 0 ., -: 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 15 ISummary for Subcatchment E2: Area E2 & E3 Runoff = 0.01 cfs @ 7.88 hrs, Volume= 0.005 af, Depth= 3.67" 111 Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 675 98 Roofs, HSG C 1 675 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment E2: Area E2 & E3 Hydrograph 1111 1 1 0.01 cfs ■ Runoff I I , l 7__--r C -t---f----i I- 't 0.014 ; Type IA 24-hr I e - ;---- --0.012 25 YearR- infaI•I 3-.94Y _ .unoff;Area=675 sf To- 0.01=x' -r----- , r-RtUnoffVofume.q.0135If- I0.0082:' - � ,_ 4 � unbff De#th_3 6 "7 _ 0.008 Rj Flow Length=200' 0.006- III 17- To=5-b-rain - CH'=0/98 0.004 1 = ; 0 .002 - 11 1 I 0- I 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 16 ISummary for Subcatchment F: Area F Runoff = 0.05 cfs @ 7.88 hrs, Volume= 0.017 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 2,358 98 Roofs, HSG C 111 2,358 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment F: Area F Hydrograph 1 0.055 0.05 cfs -a---�-- - -- ; ; ; ■ Runoff a 0.05 Type IA;24-hr I 0.045ki25 Year Rhin aII 3.90" 0.04:_-2-1. ' Runoff Area;2,358 sf -- 0.035-' 1 Rhnoff VoIL mer0.017 of I ' � 0.03. Runt#f Dep#h�3:67" -+ FFowLengfh=2001'- 0 0.025-/ L J L L 1 Tc=5r0 - I ii 0.02 CN=9l8$ 0.015 I0.01-:? 0.005 ; ; 0 , iiiimummomms II 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 17 ISummary for Subcatchment F1: Area F1 IRunoff = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" I Area (sf) CN Description 1,920 98 Roofs, HSG C 1 1,920 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment F1: Area F1 Hydrograph 1 0.045 0.04 cfs ■ Runoff I I , 0.04 Type IA 24-hr I 0.035-' 26 Yeahr-Rairi#aII=a.gf Runoff Area=11920 4f_ 0.03-f' Runoff Volume=0.013 of I 0 0.025 Runbff bepth=3.67" 0 0.02 F!Ow-Leiigfb=2-0r0'- : : T6=5.b min 0.015 CN,=0/J8 I0.0114- 0.005. -- 1 I I I I , I i 0- z ' ' 1' . 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I 1 I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 18 ISummary for Subcatchment F10: Area F10 ' Runoff = 0.10 cfs @ 7.88 hrs, Volume= 0.033 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 4,640 98 Roofs, HSG C 1 4,640 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment F10: Area F10 H d ro ra h I I Y g p 0.10 cfs ' ' _■ Runoff t---r -t r---r- r Ty-pe_IA,24;hr- I 0.09-?' 1 i 25LYer Rainall_L3.9�0" 0.08 L i 1 L Runoff Area;=4,840Jsf 0.07-?J Runoff Volume*0.033 of I if 0.06 Kurloff1Depth=r3.6 "- - -r r -------, ' OovvrLength=200'- 0 0.05 — -4-Tc=5.0 min-. " 0.04 L 1 � L1 c1 =0/ 8- 0.03 I 0.02`' - r---7 7 r -1 r r---i-- 0.01:?` 0- 5 10 15 20 25 30 3540 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" I Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 19 ISummary for Subcatchment F2: Area F2 Runoff = 0.02 cfs @ 7.88 hrs, Volume= 0.007 af, Depth= 3.6711 Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 1,058 98 Roofs, HSG C I1,058 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment F2: Area F2 Hydrograph I I 1 II Runoffli 0.02 cfs I 0.024 I I 7- -r- r- -r -r r I -t 0.022 ; Type IA;24-hr 0.02 25 ;Year R?infall=3.90" 0.018 L L Runoff Area=1,058 sf ,_ 0.016 Rhnoff Volume=0.007 of I 13 0.014 Runbff Delith=f3.67" 0.012 , FIQw a igtii=200' 0.01-? r r ? To 5.b min 0.008- r r r I I CN=0/98 I II I 0.006-- I I I I _ L 1 L L L 1 L ! 1 0.004 1 _ _-!___L_ _ L .1 L 1 L J L i 0.002 '! : I 1 1 I I 1 I I 1 I I I I I 1.11111 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 20 ISummary for Subcatchment F3: Area F3 IRunoff = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 1,908 98 Roofs, HSG C 1 1,908 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment F3: Area F3 Hydrograph I 0.04 cfs ' ' ;I _I Runoff I I I I 0.04 ' Type IA'24-hr I 0.035-77' 2S'Year Rainfall=;3:9 3" - Run-off-Area;1-,9D8sf_ 0.03 Rhnoff Volume=0.013 of 0.025-;-" Runbff bepth=;3.67" Flew-L e 0-- 0 0.02=-/�-- I �t I��� , _ -- ' I I I 1 I IL Tc-5.0 min0.015 � :CN'=0/98 1 I I , _ I I 0.01 I 0.005 _ I I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 21 ISummary for Subcatchment G: Area G IRunoff = 0.40 cfs @ 7.88 hrs, Volume= 0.135 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 19,186 98 Paved parking, HSG C 1 19,186 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment G: Area G Hydrograph o: i: 1 : f :: r- iVTi I 0.451 - ■ Runoffs 7 r T 0.4-1-'-' Type IA;24-hr 1 = r ; 20-Year f aintatl=3:90"- 0.35 r j 1- 0.3::-- Runoff Area=19486_sf_ 0.3�- Runoff VolUme*.0.135 af I 7 0.25 � Runoff Depth�3.67" � I I I I I 1 I I 7' 1 1 - 1 Flow-LetigtkI�=2Q0'- o 0.2 I 1 I iI i Tc=5.b Mi I I 1 I I LT 0.15 1 I I I 1 1 ; CH'=0/98 - I I ^ � I I I I i 0.1�/ I 1 I I 0.05= - I I I I I I I I 0 - 5 10 1�5 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 22 ISummary for Subcatchment G1: Area G1 IRunoff = 0.27 cfs @ 7.88 hrs, Volume= 0.089 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 12,656 98 Paved parking, HSG C 1 12,656 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment G1: Area G1 Hydrograph I 1 0.27 cfs ; ■ Runoff I I - Type-IA 24-hr- 0.25- 25 Year ainfali=3.90" L J L 1 1.Ru1 Runoff F Area-�7-2,856Jsf- _ 0.2- Runoff I VolUme*0.089 af N I I I I I I I I 0 4 L Ruriaff_D_epthF.3.6,7"_. 3 0.15 Fiow Lerigth=200' 1 ° Ta=5.b min LT L ,_ 4 0.1 : CN=0/98 0.05 I - I I I IIII 1 11101011 0 , 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 YearRainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 23 ISummary for Subcatchment G10: Area G10 IRunoff = 0.03 cfs @ 7.88 hrs, Volume= 0.011 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 1,548 98 Roofs, HSG C 1 1,548 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment G10: Area G10 Hydrograph 0.03 cfs i ■ Runoff 0.035 ' --- -r r -t ,- t---r-Type-1A;2-4- r- 0.03:-J 25 YeaR in aII 3.90" = Runotf-Area;-1, 48 0- 0.025=' Runoff VolutneT0.011 of I "- 0.02-= Runbf'f Uepfli=i3.67" Flow Length=200' I �° 0.015--' Tc=5A.O nm'i n L L L _, LCJ T=ill9-V-- 0.01 _ _ -I_.._4___ �____.....-_{..-_ F_ 0.005 i ' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 YearRainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 24 ISummary for Subcatchment H: Area H I Runoff = 0.13 cfs @ 7.88 hrs, Volume= 0.045 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.9011 IArea (sf) CN Description 6,360 98 Roofs, HSG C I6,360 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 5.0 200 0.67 Direct Entry, Sheet Flow I Subcatchment H: Area H Hydrograph A t I I I I I 0 13 cfs II II II0.14 Type IA 24-hr 0.12 r r r 251Year F ainf all=3.9-'0" - -- � ----------------------luno#f AreaI�6� I 60-sf-- I I 0.1 Runoff Vokime=0.045 of 0.08 Ruri-off Deth-3.6fi" 3 Flow Length=200' r - r I 1 0.06- -r Ta=5.0 min = I I I I I I 0.047-/ I I I I I I I I I L J __ _L__J___1L J 1 J 0.02 / I I I I I I 1 I I I I I I I I I i _ I I 1 I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 25 ISummary for Subcatchment H1: Area H1 IRunoff = 0.07 cfs @ 7.88 hrs, Volume= 0.022 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 3,200 98 Paved parking, HSG C I3,200 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment H1: Area H1 Hydrograph A r I A 1 I I I ; 0.07 cfs 1 L L L � -� ; t II Runoff Type IA;24-hr r 1 0.06--_--" 25Year Rainfiall=;3.9J., R anoff Area;x,40.0 sof_ 0.057-- Runoff Volu'mer0.022 of I N - L L -Rtrnbff De th�3.6i" 0.04.. Fipw Le fgth=2q0' ' L.L. 0.03 Tc=5.0 Min CN=0/98 0.02 - , 0.01 I I 1 I 1 I I 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) 1 I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 26 ISummary for Subcatchment H10: Area H10 I Runoff = 0.06 cfs @ 7.88 hrs, Volume= -0.020 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 2,795 98 Roofs, HSG C 1 2,795 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow Subcatchment H10: Area H10 I Hydrograph 0.065 0.06 cfs r 1 i 1 ; 1 Runoffil 0.06,- I I Type-IA-,24-h-r- 0.055 L L 25(e4r-R in-MaII=9f-"-- 0.05 RunoAiea;2, 95 0.045) -- Rhnoff-d-oIuirrre*0.020 of- I 0.04 -' L L -Runbff-Depth=x3:67" ins 0.035 - FFlow-Let gtlI=200` 0 0.03- - �Yf;t 1111 5: 0.025-yip 1_ _L__ L L T 5•� ,,,' 0.02 CNS-0/98.._ 0.015-:-.=:,__ _ I 0.01 - -- -- -- � ' 0.005 ' ' I 0E AFE.Eimminia- 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) 1111 I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 YearRainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 27 ISummary for Subcatchment H2: Area H2 Runoff = 0.07 cfs @ 7.88 hrs, Volume= 0.024 af, Depth= 3.67" I Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" 1 Area (sf) CN Description 3,465 98 Roofs, HSG C 1 3,465 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow I Subcatchment H2: Area H2 Hydrograph 1 0.08 0.07 cfs 1 1 ■ Runoff -r r r r r Type' 24-hr 0.07 ' ' �___� ,_ 25 YearR intall=3.9 " 0.06= Runoff Area;3,465 sf 0.05 Ru nriffVohimero-.O24 of- I TicRunoff pefith;3.67" 0.041:-. ' Flow Lei gth=200' 1___ _ _______ ;__i_Ta_5,-0-min II LT: 0.03-:- � 1 CN=O/g8 ___ L J L _L L L L 0.02 '! I - 0.01-:= 1-- 1 0- 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 28 ISummary for Subcatchment H3: Area H3 IRunoff = 0.04 cfs @ 7.88 hrs, Volume= 0.013 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 1,890 98 Roofs, HSG C 1 1,890 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment H3: Area H3 Hydrograph I 0.04 cfs L , I , , ■ Runoff L 1 L 1L 1 L 1 0.04 ' ; Type IA;24-hr __, L J L 1 L LJ_�_ I 0.035 J 25Year_R�inall .J1T L 1 -L L 1 Runoff A-ea —890-vTf- 0.03' I RUnoff VolumeF0.013 of 0.025 Runoff Depth.3.67" 3 0 02J' FlOw-�._er gtf =2010'- TOi=5.0 min LJ- - + 0.015--- CN=0/98 I I I __ i___F______Ib------ 0.0O5-- ___ 1 I I I 1 1 , 1 I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I 1 I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD© 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 29 ISummary for Subcatchment I: Area I Runoff = 0.06 cfs @ 7.88 hrs, Volume= 0.022 af, Depth= 3.67" I Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 3,080 98 Paved parking, HSG C 1 3,080 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment I: Area I Hydrograph A II I I I I 1 0.07 0.06 CfS r r I i _II Runoff - 1- r r Type-IA-24-h r- I 0.06 25 Year Rainfall=3.9O" ' --- �--- RunoffiAYea 3;080-sf- 0.05— Rnnoff Volu'mer0.022 of I 0.04 Runoff Depfh=r3:6T`- ; Flow �.ength=2q0' ■ j 0.03 ; ; ; Tc=5.b(m n 0. 02 I _ L L _L L L 1 LCN=0I J-8.- -!' I I 1 I I I I I I1 I - - I I I 0.01 I I I I I Ill 1 1 1 1 i - 1111M101.111111111111110 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-4-13 Pipe Sizing Type lA 24-hr 25 YearRainfall-3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 30 ISummary for Subcatchment 110: Area 110 I Runoff = 0.06 cfs @ 7.88 hrs, Volume= 0.020 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 2,880 98 Roofs, HSG C 1 2,880 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment 110: Area 110 Hydrograph A i 1 1 1 1 I I I 1 0.065 0•06 CCS J L J L t L 11 L 11 ■ Runoff` 1 I I I 1 0.06 ' _ : ; Type IA;24-hr I 0.0554Y 25 YearRintalI 3.9 " 0.05 Rim_oIiArea;2,$$0 f_ 0.045:1-' J L 1 L Ru nof#Volume=0 02.0 of- 0.04 I I = , ; - -1- Runoff-Depth=3,67" 0.035 L � FEpw-Lerl9th=2-Q0'- 0 0.03 I I I I I � 1.i ,� -, --i-1 =5.-0-mn - I 0.0251 1 0.02 , F I C1tf=0fq8 I I I I 0.01 5-/ I I I I I I I -r r r r r i 1 I 0.01== -- ---i -- I I I I I I I I I 0.005-i I I I 1 I I I I I 0- 1111.111.1111111,111. . 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD© 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 31 ISummary for Subcatchment J1: Area J1 IRunoff = 0.43 cfs @ 7.88 hrs, Volume= 0.144 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 20,500 98 Paved parking, HSG C I20,500 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment J1: Area J1 Hydrograph 1 I 1 i I II I i 1 0.45 . 0.43 cfs - +I -_ ■ Runoff I I I I I I I I I I II T r r Ty-pe-IA 24-hr-- 0.4 25;Ye4r kaintaII;3.90" ■ 0.35 ' j Rujnofjf Area;20,500 jsf I N 0.3� RunofFVorOme�0.1441af- �o - - Ruriof#Depth-3.67" 0.25- Fliow Ler�gthj=2Q0' ° 0.2..'-' I 0.15 ' Ta=5.0 min - - - CN=O/98- I - I I , I I , 7 r 4 I I I -� r I 0.1 "..-' I I I I I I 1 J__ I 1 L L _1 L J , L -- 0.05-:_-' I I 1 I 0.05_'/ I I I I I I I I I I I 1 1 I , I , I 0 , Ei 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 32 ISummary for Subcatchment J10: Area J10 IRunoff = 0.05 cfs @ 7.88 hrs, Volume= 0.018 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 2,592 98 Roofs, HSG C 1 2,592 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment J10: Area J10 Hydrograph I 0.061 0.05 cfs111111 -E- 0.055 , 0.05 25+Year_Rin �all=3.9 " ■ 0.045-E-- Runoff Area=2 592sf -- -r 7 r -r r r r � -t 0.04"4-' Runoff Volume'=0.018 of I = r 1 r r r r r -r 46 0.0351 Runbff Depth=3.67" 0.03:--.- __ j Flow Length=2q0' 0.025 L Tc 5.b min 0.02 :CIS=0/98 __ L L L 1 L 1 L 0.015= ' ' i 0.01 - L L L - 1 L - 1 -- -- 0.005 I 0- 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Type IA 24-hr 25 Year Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 33 ISummary for Subcatchment K1: Area K1 IRunoff = 0.77 cfs @ 7.88 hrs, Volume= 0.258 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 36,750 98 Paved parking, HSG C 1 36,750 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment K1: Area K1 Hydrograph L 0.77 cfs , ■ Runoff II 0.8- Type IA;24-hr 1 0.7-Ei 25 Year I aintall=;3.90" 0.6-? Runoff Area-36,750 sf Runbff Voldme*0.258 af 0.5 Runoff Depth3.67" 0.4- r r FIow-Len gth=2QO'- ° - T4=5,0 minIII u_ -- r r r r , T r 7 T 0.2-F ■ T r r T r , T I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 YearRainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 34 ISummary for Subcatchment K10: Area K10 IRunoff = 0.03 cfs @ 7.88 hrs, Volume= 0.011 af, Depth= 3.67" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 1,634 98 Roofs, HSG C I1,634 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment K10: Area K10 Hydrograph 1 0.03 cfs r I Runoff II 0.035_ r Type IA24-hr I 0.03_ 25 Year Raintall=3.9 7"- Runoff Area=1,634 sf 0.025-= Rhnoff VoIu�mer0.011 of I TI). = - Runoff Depth=3:67" 0.02= j Flow Length=200' G L LI 1 v __. _ L_ J._.__ _ 0.015 _L1 ' T-05.0 On ' CN=0/98 r r -r r -1 r -r -r- r- 0.01 ' I 0.005 ' I - AIIIIEIMEMMIMMII 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall-3.90" Printed 4/16/2018 HydroCAD© 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 35 ISummary for Subcatchment L1: Area L1 Runoff = 0.71 cfs @ 7.88 hrs, Volume= 0.236 af, Depth= 3.67" IRunoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 33,705 98 Paved parking, HSG C I33,705 100.00% Impervious Area Tc Length Slope Velocity Capacity Description II (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow ISubcatchment L1: Area L1 Hydrograph 10.71 cfs ' I -r r -� ® Runoff` r 7 r r -� -r t 0.7k' Type IA;24-hr � 25 lt'e4r-FaEnfall 3.90" 0.6- Runoff Area=;33,705 jsf -- 0.5=, - r-.-- --Runoff Vofume�0.-236,af N - -- 0.4� j j F'ow Length=2001 ° - Ta=5:0-min-- L- 0.3-1:rCN=0/98 -1- 0.2-1-- I .2-.- 1 0.1 - I 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-4-13 Pipe Sizing Prepared by Microsoft Type IA 24-hr 25 Year Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 36 ISummary for Subcatchment L10: Area L10 Runoff = 0.03 cfs @ 7.88 hrs, Volume= 0.010 af, Depth= 3.67" IRunoff by SBUH method, Split Pervious/Imperv., Time Span= 0.10-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 Year Rainfall=3.90" IArea (sf) CN Description 1,440 98 Roofs, HSG C I1,440 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 200 0.67 Direct Entry, Sheet Flow Subcatchment L10: Area L10 I Hydrograph 0.03 cfs I ■ Runoff` 0.03- ; Type IA 24-hr I 1, � i___� 25 YearRaintall=3.9." 0.025 Runoff Area;1, 40 sf -- -, 1 , 1 Runoff m. Vok e=Q.Oi0�af_ I 0 0.02 Runoff pepth;3.67" 3 J Plow-Length -00'- 0 0.015-l Tc=5.0 min 1 0.01 C-N= 98 - I _ r I r r r 0.005-- IIII I I III II 1 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 71,038 79 <50% Grass cover, Poor, HSG B (1, 5) 316,072 98 Paved parking, HSG C (2, 3) 387,110 95 TOTAL AREA r 111 I I I I 1 1 I I I t 2018-3-21 Development Sites Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 3 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill ' Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 4 182.60 182.50 10.0 0.0100 0.013 15.0 0.0 0.0 I I I I I 1 I 1 I I I i I 2018-3-21 Development Sites Type IA 24-hr 2 yr Rainfall=2.50" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 4 Time span=0.00-80.00 hrs, dt=0.01 hrs, 8001 points Runoff by SBUH method, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Existing Site Runoff Area=39,777 sf 0.00% Impervious Runoff Depth=0.84" Tc=7.0 min CN=79 Runoff=0.14 cfs 2,776 cf Subcatchment 2: Existing Site Runoff Area=153,778 sf 100.00% Impervious Runoff Depth=2.27" Tc=5.0 min CN=98 Runoff=2.03 cfs 29,099 cf ' Subcatchment 3: Developed Site Runoff Area=162,294 sf 100.00% Impervious Runoff Depth=2.27" Tc=5.0 min CN=98 Runoff=2.15 cfs 30,711 cf Subcatchment 5: Developed Site Pervious Runoff Area=31,261 sf 0.00% Impervious Runoff Depth=0.84" Tc=7.0 min CN=79 Runoff=0.11 cfs 2,182 cf Pond 4: Detention System Peak Elev=183.91' Storage=451 cf Inflow=2.25 cfs 39,892 cf Outflow=2.17 cfs 32,869 cf Total Runoff Area=387,110 sf Runoff Volume= 64,767 cf Average Runoff Depth =2.01" ' 18.35% Pervious=71,038 sf 81.65% Impervious=316,072 sf I 1 I I I 1 I ' 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 2 yr Rainfall=2.50" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 5 ISummary for Subcatchment 1: Existing Site Conditions--Permeable ' Runoff = 0.14 cfs @ 8.00 hrs, Volume= 2,776 cf, Depth= 0.84" Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 2 yr Rainfall=2.50" IArea (sf) CN Description 39,777 79 <50% Grass cover, Poor, HSG B I 39,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 7.0 (cfs) Direct Entry, I Subcatchment 1: Existing Site Conditions--Permeable Hydrograph ■ 0.161 0.14 cs l 111 I _■ Runoff ___i 1 ,_f 1 L L 1 11111 L J 1 L J 0.14-- � � ' Type IA'24-h r I I I 1 ; 0.12� I ' = r 7 2 Xr Karn f all$2.5p"- Runoff Area=�37 19 777 sf I I 0.1�� I I I 1 -' Runoff VolOme-2;776 1cf- - S -- I I RI I I unoff Depth L0.$4" �� t I 1 I I 3 0.08 Tc=7.0 niin ' L 0.06 '; T11fI [IiIIIiIIT !I 0.04 10.02 = I 1 1 I - 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 2 yr Rainfall=2.50" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 6 ISummary for Subcatchment 2: Existing Site Conditions--Impervious Runoff = 2.03 cfs @ 7.88 hrs, Volume= 29,099 cf, Depth= 2.27" Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 2 yr Rainfall=2.50" IArea (sf) CN Description 153,778 98 Paved parking, HSG C 1 153,778 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 5.0 (cfs) Direct Entry, I Subcatchment 2: Existing Site Conditions--Impervious Hydrograph 2.03 cfs � it _ ■ Runoff 2--' Type lA 24-hr 2 yr Rainfall 2.50" I - Runoff Area=153,778 sf - , RUnoff Volume=29,099 cf N -_. ;Runoff Depth 2.27" LT0 1 - L Tc=5 4 Tin-- cN=tib 1 I 1 0 0 5 1iliMIDIMMI 0 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 2 yrRainfall=2,50" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 7 ISummary for Subcatchment 3: Developed Site Impervious Area Runoff = 2.15 cfs @ 7.88 hrs, Volume= 30,711 cf, Depth= 2.27" I Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 2 yr Rainfall=2.50" IArea (sf) CN Description 162,294 98 Paved parking, HSG C I162,294 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 5.0 (cfs) Direct Entry, ISubcatchment 3: Developed Site Impervious Area Hydrograph I 12 .15 cfs ; ' RunoffII 2--'; Type- IA 24-h-r-- I 2 yr Rainfall=2.50" Runoff Area=1;62,294 sf - I Runoff Volume=30,711 cf - Runoff Depth 2.27" - � i L Tc=510 On ° 1- dN= 8 I 0IIIIIMIN , , 0 5 10 15 20 25 30 3540 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 2 yr Rainfall=2.50" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 8 ISummary for Subcatchment 5: Developed Site Pervious Area IRunoff = 0.11 cfs @ 8.00 hrs, Volume= 2,182 cf, Depth= 0.84" Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 2 yr Rainfall=2.50" IArea (sf) CN Description 31,261 79 <50% Grass cover, Poor, HSG B I31,261 100.00% Pervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 7.0 (cfs) Direct Entry, ISubcatchment 5: Developed Site Pervious Area Hydrograph 1 I I I I I 0.121 �•11 cfs L _■ Runoff 1-..___, ., L 1 L L 1 __J1_ _LJ__-_ 0.11 � i i i ; Type IA;24-hr 0.1= , - TiIIiiiII-r---r -r---r---=----I----r- '----�---- 1 0.09 ; Runoff Area=31,261 ;sf Q_- ; ; i,�--- i r Runoff Volume*2,182�cf N 0.08 ; i I I I . 0.07 __ L 'Runoff Depth�0.84" 3 0.06 ; ; T6=7.0 Min - - - C*N=79 0.05 r r r r 0.04 ' I 0.03 1 - _1_-_L___I_ L L 1 L l.__J___1___L__J 0.014- ; ; ; ' 0 0 5 10 15 20 25 30 35 40 45 50 5560 65 7075 80 Time (hours) I I I I I I 2018-3-21 Development Sites Type IA 24-hr 2 yr Rainfall=2.50" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Pond 4: Detention System Inflow Area_ 193,555 sf, 83.85% Impervious, Inflow Depth = 2.04" for 2 yr event Inflow 2.25 cfs @ 7.89 hrs, Volume= 32,892 cf Outflow = 2.17 cfs @ 8.00 hrs, Volume= 32,869 cf, Atten- 3%, Lag= 6.6 min Primary = 2.17 cfs @ 8.00 hrs, Volume= 32,869 cf iRouting by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs/2 Peak Elev= 183.91' @ 8.00 hrs Surf.Area= 789 sf Storage=451 cf Plug-Flow detention time= 3.6 min calculated for 32,865 cf(100% of inflow) Center-of-Mass det. time= 3.1 min (688.2- 685.1 ) Volume InvertAvail.Storage Storage Description #1A 182.45' 1,423 cf 6.25'W x 59.40'L x 4.00'H Field A Z=2.0 3,927 cf Overall- 370 cf Embedded = 3,557 cf x 40.0%Voids #2A 182.95' 370 cf ADS_StormTech SC-740 x 8 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 1Row Length Adjustment= +0.44' x 6.45 sf x 1_rows 1,793 rf T_tal Ayai!?hlg Stor?g? I Storage Group A created with Chamber Wizard vice Routing Invert Outlet Devices #1 Primary 182.60' 15.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 182.60'/ 182.50' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf #2 Device 1 180.60' 8.5"Vert. Orifice/Grate C= 0.600 #3 Device 1 183.91' 5.3" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 1 Primary OutFlow Max=2.17 cfs @ 8.00 hrs HW=183.91' (Free Discharge) 4-1=Culvert (Passes 2.17 cfs of 4.19 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.17 cfs @ 5.51 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 1 I I I I I 2018-3-21 Development Sites Type IA 24-hr 2 yr Rainfall=2.50" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 10 Pond 4: Detention System - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740(ADS StormTech®SC-740 without end caps) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L=45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 8 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 57.40' Row Length +12.0" End Stone x 2 = 59.40' Base Length 1 Rows x 51.0"Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 12.0" Cover=4.00' Field Height I 2.0 '/' Side-Z x Height = 96.0" Flare/Side Base Length + Flare x 2 = 75.40' Top Length Base Width + Flare x 2 = 22.25' Top Width 8 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 370.4 cf Chamber Storage 1 3,927.1 cf Field - 370.4 cf Chambers = 3,556.8 cf Stone x 40.0%Voids = 1,422.7 cf Stone Storage Chamber Storage + Stone Storage= 1,793.1 cf= 0.041 of Overall Storage Efficiency =45.7% Overall System Size = 59.40'x 6.25' x 4.00' 8 Chambers 145.4 cy Field 131.7 cy Stone I 1 1 I I I I I 2018-3-21 Development Sites Type IA 24-hr 2 yr Rainfall=2.50" I Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 11 Pond 4: Detention System Hydrograph i , 995 ■ Inflow 2.17 cfSInflow Ares=193,555 pf Primary Peak EIe\=1 83.01' Storace=451 cf 0 - - Y. 146 - AMER - 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) 1 I 1 1 I I I i I 2018-3-21 Development Sites Type IA 24-hr 10 yr Rainfall=3.45" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 12 Time span=0.00-80.00 hrs, dt=0.01 hrs, 8001 points Runoff by SBUH method, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Existing Site Runoff Area=39,777 sf 0.00% Impervious Runoff Depth=1.53" Tc=7.0 min CN=79 Runoff=0.31 cfs 5,062 cf Subcatchment 2: Existing Site Runoff Area=153,778 sf 100.00% Impervious Runoff Depth=3.22" Tc=5.0 min CN=98 Runoff=2.85 cfs 41,221 cf Subcatchment 3: Developed Site Runoff Area=162,294 sf 100.00% Impervious Runoff Depth=3.22" Tc=5.0 min CN=98 Runoff=3.01 cfs 43,503 cf Subcatchment 5: Developed Site Pervious Runoff Area=31,261 sf 0.00% Impervious Runoff Depth=1.53" Tc=7.0 min CN=79 Runoff=0.24 cfs 3,979 cf Pond 4: Detention System Peak Elev=184.48' Storage=708 cf Inflow=3.24 cfs 47,482 cf Outflow=3.16 cfs 47,458 cf Total Runoff Area=387,110 sf Runoff Volume=93,765 cf Average Runoff Depth =2.91" 18.35% Pervious =71,038 sf 81.65% Impervious=316,072 sf I I I I I I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 10 yr Rainfall=3.45" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 13 ISummary for Subcatchment 1: Existing Site Conditions--Permeable Runoff = 0.31 cfs @ 8.00 hrs, Volume= 5,062 cf, Depth= 1.53" I Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 10 yr Rainfall=3.45" IArea (sf) CN Description 39,777 79 <50% Grass cover, Poor, HSG B 1 39,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 7.0 (cfs) Direct Entry, ISubcatchment 1: Existing Site Conditions--Permeable Hydrograph I 10.31 cfs LJ ±JL .' ■ Runoffil 0.37-'' ; ; : Type IA:24;hr 10 r l ain all_L3.4J5" 0.25 Runoff Area=139,777 sf L-----Runoff Voldme_5}062_cf_- 0.2 Runoff Depth=1.53" 1 T-=7:0-n in- o 0.15=' � CN= 9 0.1-- T 7 I : - �--- -T--- r r r r -I 7 r -1---- 0.05 _ 1 1 I _ I I I 0 I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 7075 80 Time (hours) I I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 10 yr Rainfall=3.45" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 14 ISummary for Subcatchment 2: Existing Site Conditions--Impervious Runoff = 2.85 cfs @ 7.88 hrs, Volume= 41,221 cf, Depth= 3.22" I Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 10 yr Rainfall=3.45" IArea (sf) CN Description 153,778 98 Paved parking, HSG C 1 153,778 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 5.0 Direct Entry, I Subcatchment 2: Existing Site Conditions--Impervious Hydrograph 1 31 2.85 cfs r - r ; -- - ■ Runoff II - Type IA'24-hr _ 10yrRainfall3.45" RunoffArea=1;53,778 sf 2- T r r Ri noffVolume.41,22T cf- - ; Runoff Depth 3.22" 3 - a Tp=5 0 nein ° - ` qN=08 i1 + F 1 1 t - I I 1 - 111 .1111M1111. 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) 1 I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Type /A 24-hr 70 yr Rainfall=3.45" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 15 ISummary for Subcatchment 3: Developed Site Impervious Area Runoff = 3.01 cfs @ 7.88 hrs, Volume= 43,503 cf, Depth= 3.22" IRunoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 10 yr Rainfall=3.45" IArea (sf) CN Description 162,294 98 Paved parking, HSG C 1 162,294 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 5.0 (cfs) Direct Entry, I Subcatchment 3: Developed Site Impervious Area Hydrograph I 13.01 cfs111Runoff` 3— ; Type IA;24-h r 10yrFiainfall3.45" - I RunoffArea=1;62,294 sf -- ---+---, ,- -Rk noff Volu ne,43,503Fcf- I 0 2 _; Runoff Depth 3.22" 3 - Tc=S 0 nein o _ r - ;� N=18 LL � , 1 E I I I I 1 111011111111•1111111111E0 0 5 10 15 20 25 30 35 40 45 5055 60 65 70 75 80 Time (hours) I I I I I I I 2018-3-21 Development Sites Type IA 24-hr 70 yr Rainfall=3.45" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 16 ISummary for Subcatchment 5: Developed Site Pervious Area Runoff = 0.24 cfs @ 8.00 hrs, Volume= 3,979 cf, Depth= 1.53" I Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 10 yr Rainfall=3.45" IArea (sf) CN Description 31,261 79 <50% Grass cover, Poor, HSG B 1 31,261 100.00% Pervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 7.0 (cfs) Direct Entry, Subcatchment 5: Developed Site Pervious Area I Hydrograph II I I tt- - tt I 0.24 cfs t r rt 111 Runoff` 0.2611 - 0.24- ---I .i, 0.22 1-0._jfr_kaintall-r3 44" _ T r r 0.2 __ ,Runoff Area=31,261;sf-- 0.18 I ar Ir -1 u-nbffVoldme*3,-979 cf- _ ---- r r II .-. 0.16 _ ; r Runoff-IDepth=1.-5 - 0.14-r I I I I I I I I 1 4 ` -1 T-c=7:4niin-. 0 0.12i, , -- = CN= 9 1 1 I I I gg - : I IIIIr t r r 1 t I - . -- T--- r r T r -1 7 r -I I 0.04- I I I I I I I I I I 0.02- 'I I I I I 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-3-21 Development Sites Type IA 24-hr 10 yr Rainfall-3.45" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 17 ISummary for Pond 4: Detention System Inflow Area = 193,555 sf, 83.85% Impervious, Inflow Depth = 2.94" for 10 yr event I Inflow = 3.24 cfs @ 7.89 hrs, Volume= 47,482 cf Outflow3.16 cfs @ 7.99 hrs, Volume= 47,458 cf, Atten= 2%, Lag= 5.9 min Primary = 3.16 cfs @ 7.99 hrs, Volume= 47,458 cf IRouting by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs/2 Peak Elev= 184.48' @ 7.99 hrs Surf.Area= 970 sf Storage= 708 cf IPlug-Flow detention time= 3.4 min calculated for 47,458 cf(100% of inflow) Center-of-Mass det. time= 2.9 min (679.3- 676.5 ) I Volume Invert Avail.Storage Storage Description #1A 182.45' 1,423 cf 6.25'W x 59.40'L x 4.00'H Field A Z=2.0 3,927 cf Overall - 370 cf Embedded = 3,557 cf x 40.0%Voids I #2A 182.95' 370 cf ADS_StormTech SC-740 x 8 Inside#1 Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows I1,793 cf Total A.°ailab!e Storage Storage Group A created with Chamber Wizard IDevice Routing Invert Outlet Devices #1 Primary 182.60' 15.0" Round Culvert I L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 182.60' / 182.50' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf I #2 Device 1 180.60' 8.5"Vert. Orifice/Grate C= 0.600 #3 Device 1 183.91' 5.3" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.16 cfs ©7.99 hrs HW=184.48' (Free Discharge) I t-1=Culvert (Passes 3.16 cfs of 6.39 cfs potential flow) 12=Orifice/Grate (Orifice Controls 2.60 cfs @ 6.60 fps) 3=Orifice/Grate (Orifice Controls 0.56 cfs @ 3.63 fps) 1 I I I I I 2018-3-21 Development Sites Type IA 24-hr 10 yr Rainfall=3.45" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 18 Pond 4: Detention System - Chamber Wizard Field A ' Chamber Model =ADS_StormTech SC-740 (ADS StormTech®SC-740 without end caps) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 8 Chambers/Row x 7.12' Long +0.44' Row Adjustment= 57.40' Row Length +12.0" End Stone x 2 = 59.40' Base Length 1 Rows x 51.0"Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 12.0" Cover= 4.00' Field Height 2.0 '/' Side-Z x Height= 96.0" Flare/Side Base Length + Flare x 2 = 75.40' Top Length Base Width + Flare x 2 = 22.25'Top Width 8 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 370.4 cf Chamber Storage 3,927.1 cf Field- 370.4 cf Chambers = 3,556.8 cf Stone x 40.0%Voids = 1,422.7 cf Stone Storage Chamber Storage + Stone Storage = 1,793.1 cf= 0.041 of Overall Storage Efficiency =45.7% Overall System Size = 59.40' x 6.25' x 4.00' 8 Chambers 111 145.4 cy Field 131.7 cy Stone 1 I I I I I I 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 70 yr Rainfall=3.45" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 19 IPond 4: Detention System Hyd rog raph 11 9A r•fc � � � ■ Inflow 3.16 cfs ■ Primary Inflow -Area=-183,555 s# I 3_ '' Peak levy=184.8' Storace=708 cf 1 = I 1 zr- r r -r i r 2—, V 0 - LL _ L 1 I- 1 4 i- 1 1-- 1 Athik 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 1 Time (hours) I 1 I I I I I I I I 2018-3-21 Development Sites Type IA 24-hr 25 yr Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD© 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 20 Time span=0.00-80.00 hrs, dt=0.01 hrs, 8001 points Runoff by SBUH method, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: Existing Site Runoff Area=39,777 sf 0.00% Impervious Runoff Depth=1.88" Tc=7.0 min CN=79 Runoff=0.39 cfs 6,240 cf Subcatchment 2: Existing Site Runoff Area=153,778 sf 100.00% Impervious Runoff Depth=3.67" Tc=5.0 min CN=98 Runoff=3.24 cfs 46,971 cf l Subcatchment 3: Developed Site Runoff Area=162,294 sf 100.00% Impervious Runoff Depth=3.67" Tc=5.0 min CN=98 Runoff=3.41 cfs 49,572 cf Subcatchment 5: Developed Site Pervious Runoff Area=31,261 sf 0.00% Impervious Runoff Depth=1.88" Tc=7.0 min CN=79 Runoff=0.31 cfs 4,904 cf Pond 4: Detention System Peak EIev=184.87' Storage=899 cf Inflow=3.71 cfs 54,476 cf Outflow=3.58 cfs 54,453 cf Total Runoff Area= 387,110 sf Runoff Volume= 107,688 cf Average Runoff Depth = 3.34" 18.35% Pervious = 71,038 sf 81.65%Impervious=316,072 sf I I I I 1 I I I I 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 25 yr Rainfall=3.90" Printed 4/16/2018 HydroCAD© 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 21 ISummary for Subcatchment 1: Existing Site Conditions--Permeable Runoff = 0.39 cfs @ 8.00 hrs, Volume= 6,240 cf, Depth= 1.88" I Runoff by SBUH method, Weighted CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 yr Rainfall=3.90" IArea (sf) CN Description 39,777 79 <50% Grass cover, Poor, HSG B 1 39,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 7.0 (cfs) Direct Entry, 1 Subcatchment 1: Existing Site Conditions--Permeable Hydrograph 0.39 cfs ' ' ■ Runoff` 1 l 0.4 -- I type IA 24-hr 0.35-2- 25 yr I aintaII=3.90" r r Runoff Area=39;777-sf- 0.3 Runoff Voltime*62240 cf I- i' I- 7 r 7 0.25 Runoff1 Depth�1.818" I I I, --- m--- - ---r----r---rr r --- -Tc=7:Omrn- 3 0.2��' � I � I y/. O I 1 r CIV=/ 9 1 � r -r r r � r r --1 r -� 0.15 ; 1 I - 1 --- r r -r- 7 r r 1 T r 1 I I 0.05 ; ; ; ; ; I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-3-21 Development Sites Type /A 24-hr 25 yr Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 22 ISummary for Subcatchment 2: Existing Site Conditions--Impervious IRunoff = 3.24 cfs @ 7.88 hrs, Volume= 46,971 cf, Depth= 3.67" Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 yr Rainfall=3.90" IArea (sf) CN Description 153,778 98 Paved parking, HSG C 1 153,778 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 5.0 (cfs) Direct Entry, l Subcatchment 2: Existing Site Conditions--Impervious Hydrograph I I 3.24 cfs , ■ Runoff II - T ---1 7 r r r --r Type-Ik24-h-r--- 3— 25 yr Rainfalli3.90" - Runoff Area=153,778 sf - Runoff Volume=46,971 cf I i 2- ,_--- Runoff Depth 3.67" 3 Tc=S 0 nein 1 ° - I �N=J8 - I 1 L L J 1 L I I 1 L 1 I 0 0 5 10 15 2025 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 2018-3-21 Development Sites Type IA 24-hr 25 yr Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 23 ISummary for Subcatchment 3: Developed Site Impervious Area IRunoff = 3.41 cfs @ 7.88 hrs, Volume= 49,572 cf, Depth= 3.67" Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 yr Rainfall=3.90" IArea (sf) CN Description 162,294 98 Paved parking, HSG C 1 162,294 100.00% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 5.0 (cfs) Direct Entry, ISubcatchment 3: Developed Site Impervious Area Hydrograph I 3.41 cfs _■ Runoff` - ; Type IA 24-hr I 3—. I L 1 1 L J 1 L L25 yrRalnlalf73.90" RunoffArea=1;62,294 sf Rlunoff Volume*49,572 cf Runoff f3epth 3�7" 2-- T 5.0 niin li 3 - - iN= 8 7 i 1 I I I - - I 0 AIIIIIMIEMIIMINE 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I I 2018-3-21 Development Sites Type IA 24-hr 25 yr Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 24 ISummary for Subcatchment 5: Developed Site Pervious Area IRunoff = 0.31 cfs @ 8.00 hrs, Volume= 4,904 cf, Depth= 1.88" Runoff by SBUH method, Weighted-CN, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs Type IA 24-hr 25 yr Rainfall=3.90" IArea (sf) CN Description 31,261 79 <50% Grass cover, Poor, HSG B 1 31,261 100.00% Pervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) 7.0 (cfs) Direct Entry, ISubcatchment 5: Developed Site Pervious Area Hydrograph 1 1 I LII I ( 0.31cfs , _iiiRunoffL 1 L L 1 L _J__ 0.3--: : Type 1A;24-lir 1'25grgainfal1090" 0.25 ; Runoff Area;31,261 sf Runoff VolUmeI4,904_cf_. I u 0.2 Runoff Depth;1.88" T-c=7 4-rnin _2 0.15 GN=19 1 r -r r r -r r r T r 0.1— I I , I - I I _ I 1 I I I _ I I I I T-- -r- --T r r -f r r 1 -I r 'l 0.05 - I I I I I I I I - 1 I 1 I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Time (hours) I I I I I I 1 2018-3-21 Development Sites Prepared by Microsoft Type IA 24-hr 25 yr Rainfall=3.90" Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 25 ISummary for Pond 4: Detention System I Inflow Area = 193,555 sf, 83.85% Impervious, Inflow Depth = 3.38" for 25 yr event Inflow 3.71 cfs @ 7.89 hrs, Volume= 54,476 cf Outflow = 3.58 cfs @ 8.00 hrs, Volume= 54,453 cf, Atten= 3%, Lag= 6.7 min Primary = 3.58 cfs @ 8.00 hrs, Volume= 54,453 cf IRouting by Stor-Ind method, Time Span= 0.00-80.00 hrs, dt= 0.01 hrs/2 Peak Elev= 184.87' @ 8.00 hrs Surf.Area= 1,099 sf Storage= 899 cf 1 Plug-Flow detention time= 3.1 min calculated for 54,446 cf(100% of inflow) Center-of-Mass det. time= 2.8 min (676.3- 673.5) Volume Invert Avail.Storage Storage Description #1A 182.45' 1,423 cf 6.25'W x 59.40'L x 4.00'H Field A Z=2.0 3,927 cf Overall - 370 cf Embedded = 3,557 cf x 40.0%Voids I #2A 182.95' 370 cf ADS_StormTech SC-740 x 8 Inside#1 Effective Size=44.6"W x 30.0"H =>6.45 sf x 7.12'L =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap I Row Length Adjustment= -H0.44' x 6.45 sf x 1 rows f 793 f Total Available Storage 1,/ ♦J L,1 1 JLal/"IV QI IQLJIG VLVI pyG IStorage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 182.60' 15.0" Round Culvert - I L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 182.60'/ 182.50' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf ' #2 Device 1 #3 Device 1 180.60' 8.5"Vert. Orifice/Grate C= 0.600 183.91' 5.3" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads I Primary OutFlow Max=3.58 cfs @ 8.00 hrs HW=184.87' (Free Discharge) L1=Culvert (Passes 3.58 cfs of 7.57 cfs potential flow) 12=Orifice/Grate (Orifice Controls 2.86 cfs @ 7.25 fps) 3=Orifice/Grate (Orifice Controls 0.72 cfs @ 4.71 fps) I I 1 I I I I 2018-3-21 Development Sites Type IA 24-hr 25 yr Rainfall=3.90" Prepared by Microsoft Printed 4/16/2018 HydroCAD® 10.00-18 s/n 02239 ©2016 HydroCAD Software Solutions LLC Page 26 Pond 4: Detention System - Chamber Wizard Field A Chamber Model =ADS_StormTech SC-740 (ADS StormTech®SC-740 without end caps) Effective Size=44.6"W x 30.0"H => 6.45 sf x 7.12'L =45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 8 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 57.40' Row Length +12.0" End Stone x 2 = 59.40' Base Length I 1 Rows x 51.0"Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 12.0" Cover= 4.00' Field Height 2.0 '/' Side-Z x Height = 96.0" Flare/Side Base Length + Flare x 2 = 75.40'Top Length Base Width + Flare x 2 = 22.25' Top Width 8 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 370.4 cf Chamber Storage 3,927.1 cf Field - 370.4 cf Chambers = 3,556.8 cf Stone x 40.0%Voids = 1,422.7 cf Stone Storage Chamber Storage + Stone Storage = 1,793.1 cf= 0.041 of Overall Storage Efficiency= 45.7% Overall System Size = 59.40' x 6.25' x 4.00' 8 Chambers I 145.4 cy Field 131.7 cy Stone I 4111. I I I I I i N NM MN NM w MN MI NM r M MN - NM I MN NM I NM NM TM Rippey Consulting Engineers STORM SEWER DESIGN FORM Unit Conversion(acrelft2) 2.30E-05 7650 SW Beveland St Project Number:17260 Runoff Based on HydroCad Suite 100 MDG Jaguar Land Rover Rainfall 3.90 inches 25 Year event Tigard,Oregon 97223 April 13,2018 Manning's Coefficient(n)= 0.013 Phone: 503 443 3900 *DESIGNi .- E .-a. w DRAINAGE E ASIN ',Egwv Area CUMULATIVE PIPE PIPE INVERT ,,DESIGN.. a FULL FLOW VELOC. COMMENTS 1.AREA ` PIPE.# t AREA .:, u for 100% DRAINAGE LENGTH SIZE ,SLOPE` DISCHARGE`CAPACITY '@„QIQf "a ffr I. acres Runoff, AREA L V I (G)(A):`: acres in tuft cfs,` cfsk lri, ; B 1 3070.00 0.0705 0.063 0.0705 45 6 0.0100 0.060 0.566 9.44 7.08 Roof B2 2 4134.00 0.0949 0.085 0.0949 10 6 0.0100 0.090 0.566 6.29 1.05 Roof 3 7204.00 0.1654 0.149 0.1654 55 6 0.0580 0.150 1.363 9.09 8.33 C 4 4134.00 0.0949 0.085 0.0949 10 6 0.0100 0.090 0.566 6.29 1.05 Roof 5 11338.00 0.2603 0.234 0.2603 55 6 0.0590 0.240 1.375 5.73 5.25 D 6 4134.00 0.0949 0.085 0.0949 10 6 0.0100 0.090 0.566 6.29 1.05 Roof 7 15472.00 0.3552 0.320 0.3552 45 6 0.0050 0.330 0.400 1.21 0.91 E2 8 675.00 0.0155 0.014 0.0155 5 6 0.0100 0.010 0.566 56.61 4.72 Roof 9 16147.00 0.3707 0.334 0.3707 15 6 0.0050 0.340 0.400 1.18 0.29 E 10 4134.00 0.0949 0.085 0.0949 10 6 0.0100 0.090 0.566 6.29 1.05 Roof 11 20281.00 0.4656 0.419 0.4656 30 8 0.0050 0.430 0.862 2.00 1.00 E3 12 675.00 0.0155 0.014 0.0155 5 6 0.0100 0.010 0.566 56.61 4.72 Roof 13 20956.00 0.4811 0.433 0.4811 30 8 0.0050 0.440 0.862 1.96 0.98 F 14 2358.00 0.0541 0.049 0.0541 10 6 0.0100 0.050 0.566 11.32 1.89 Roof F2 15 1058.00 0.0243 0.022 0.0243 10 6 0.0100 0.020 0.566 28.31 4.72 Roof 16 24372.00 0.5595 0.504 0.5595 30 8 0.0050 0.510 0.862 1.69 0.85 F3 17 1908.00 0.0438 0.039 0.0438 10 6 0.0100 0.040 0.566 14.15 2.36 Roof 18 26280.00 0.6033 0.543 0.6033 45 8 0.0065 0.550 0.983 1.79 1.34 Page 1 of 4 - I I M w - M N M _ M M M - M - N M TM Rippey Consulting Engineers STORM SEWER DESIGN FORM Unit Conversion(acre/ft) 2.30E-05 7650 SW Beveland St Project Number:17260 Runoff Based on HydroCad Suite 100 MDG Jaguar Land Rover Rainfall 3.90 inches 25 Year event Tigard,Oregon 97223 April 13,2018 Manning's Coefficient(n)= 0.013 Phone: 503 443 3900 DESIGN DRAINAGE BASIN Equiv.Area CUMULATIVE PIPE PIPE INVERT DESIGN FULL FLOW VELOC. COMMENTS AREA PIPE# AREA for 100% DRAINAGE LENGTH SIZE SLOPE DISCHARGE CAPACITY @ Q/Qf j ft2 acres Runoff AREA L V (C)(A) acres in ft/ft cfs cfs T/ G 19 19186.00 0.4404 0.396 0.4404 20 6 0.0100 0.400 0.566 1.42 0.47 Paving 20 45466.00 1.0438 0.939 1.0438 85 8 0.0060 0.950 0.944 0.99 1.41 H 21 6360.00 0.1460 0.131 0.1460 35 6 0.0100 0.130 0.566 4.35 2.54 Roof H2 22 3465.00 0.0795 0.072 0.0795 10 6 0.0100 0.070 0.566 8.09 1.35 Roof 23 _9825.00 0.2256 0.203 0.2256 25 6 0.0700 0.200 1.498 7.49 3.12 H3 24 1890.00 0.0434 0.039 0.0434 10 6 0.0100 0.040 0.566 14.15 2.36 Roof 25 11715.00 0.2689 0.242 0.2689 15 6 0.0500 0.240 1.266 5.27 1.32 26 57181.00 1.3127 1.181 1.3127 65 8 0.0400 1.190 2.438 2.05 2.22 I 27 _ 3080.00 0.0707 0.064 0.0707 20 6 0.0100 0.060 0.566 9.44 3.15 Paving 28 60261.00 _ 1.3834 1.245 1.3834 5 8 0.0500 1.250 2.726 2.18 0.18 A10 50 5070.00 0.1164 0.105 0.1164 60 6 0.0580 0.110 1.363 12.39 12.39 Roof _ B10 51 4035.00 0.0938 0.084 0.0938 10 6 0.0100 0.090 0.566 6.29 1.05 Roof 52 9155.00 0.2102 0.189 0.2102 65 6 0.0050 0.200 0.400 2.00 2.17 - C10 53 3075.00 0.0706 0.064 0.0706 10 6 0.0100 0.060 0.566 9.44 1.57 Roof 54 12230.00 0.2808 0.253 0.2808 40 6 0.0050 0.260 0.400 1.54 1.03 _ F10 55 4640.00 0.1065 0.096 0.1065 35 6 0.0100 0.100 0.566 5.66 3.30 Roof Page 2 of 4 IIIIII 1.111 NM M M 11111111 MR I M MINI M I M IIIIM IIIIIII M INIIII M M TM Rippey Consulting Engineers STORM SEWER DESIGN FORM Unit Conversion(acre/ft2) 2.30E-05 Project Number:17260 Runoff Based on HydroCad 7650 SW Beveland St Suite 100 MDG Jaguar Land Rover Rainfall 3.90 inches 25 Year event Tigard,Oregon 97223 April 13,2018 Manning's Coefficient(n)= 0.013 Phone: 503 443 3900 DESIGN DRAINAGE BASIN Equiv.Area CUMULATIVE PIPE INVERT DESIGN FULL FLOW VELOC. COMMENTS AREA PIPE# AREA for 100% DRAINAGE LENGTH SIZE SLOPE DISCHARGE CAPACITY @ Q/Qf ft2 acres Runoff AREA L V C A �� ( )( ) acres in ft/ft cfs cfs Tr - E10 56 770.00 0.0177 0.016 0.0177 15 6_ 0.0100 0.020 0.566 28.31 7.08 Roof 57 5410.00 0.1242 0.112 0.1242 45 6 0.0050 0.120 0.400 3.34 2.50 D10 58 1723.00 0.0396 0.036 0.0396 15 6 0.0100 0.040 0.566 14.15 3.54 Roof 59 _ 7133.00 0.1638 0.147 0.1638 15 6 0.0050 0.160 0.400 2.50 0.63 60 19363.00 0.4445 0.400 0.4445 15 6 0.0050 0.420 0.400 0.95 0.24 Al 61 23380.00 0.5367 0.483 0.5367 35 6 0.0050 0.490 0.400 0.82 0.48 Paving 62 42743.00 0.9812 0.883 0.9812 115 8 0.0050 0.910 0.862 0.95 1.82 B1 63 8235.00 0.1890 0.170 0.1890 45 6 0.0100 0.170 0.566 3.33 2.50 Paving 64 50978.00 1.1703 1.053 1.1703 75 8_ 0.0100 1.080 1.219 1.13 1.41 - Cl 65 22310.00 0.5122 0.461 0.5122 100 6 0.0050 0.470 0.400 0.85 1.42 Paving 66 73288.00 1.6825 1.514 1.6825 25 8 0.0140 1.550 1.443 0.93 0.39 -G10 67 1548.00 0.0355 0.032 0.0355 20 6 0.0100 0.030 0.566 18.87 6.29 Roof 68 74836.00 1.7180 1.546 1.7180 25 10 0.0140 1.580 2.616 1.66 0.69 _H10 69 2755.00 0.0642 0.058 0.0642 20 6 0.0100 0.060 0.566 9.44 3.15 Roof 70 77631.00 1.7822 1.604 1.7822 20 10 0.0140 1.640 2.616 1.59 0.53 - 110 71 2880.00 0.0661 0.060 0.0661 45 6 0.0100 0.060 0.566 9.44 7.08 Roof J10 72 2552.00 0.0595 0.054 0.0595 5 6 0.0100 0.050 0.566 11.32 0.94 Roof 73 5472.00 0.1256 0.113 0.1256 55 6 0.0700 0.110 1.498 13.62 12.48 Page 3 of 4 x 1 1 1 1 1 1111111 1 - 1 11■11e x 1 1 ■sir - 1 1 1111111 TM Rippey Consulting Engineers STORM SEWER DESIGN FORM Unit Conversion(acre/ft2) 2.30E-05 Project Number:17260 7650 SW Beveland St Runoff Based on HydroCad Suite 100 MDG Jaguar Land Rover Rainfall 3.90 inches 25 Year event Tigard,Oregon 97223 April 13,2018 Manning's Coefficient(n)= 0.013 Phone: 503 443 3900 DESIGN DRAINAGE BASIN Equiv.Area CUMULATIVE PIPE PIPE INVERT DESIGN FULL FLOW VELOC. COMMENTS AREA PIPE# AREA for 100% DRAINAGE LENGTH SIZE SLOPE DISCHARGE CAPACITY @ Q/Qf ft2 acres Runoff AREA L V (C)(A) acres in fbft cfs cfs T i 74 83103.00 1.9078 1.717 1.9078 50 10 0.0140 1.750 2.616 1.49 1.25 G1 75 12656.00 0.2905 0.261 0.2905 40 6 0.0050 0.270 0.400 1.48 0.99 Paving H1 76 ! 3200.00 0.0735 0.066 0.0735 5 6 0.0100 0.070 0.566 8.09 0.67 Paving 77 15856.00 0.3640 0.328 0.3640 75 6 0.0050 0.340 0.400 1.18 1.47 K10 78 1634.00 0.0375 0.034 0.0375 20 6 0.0100 0.030 0.566 18.87 6.29 Roof 79 100593.00 2.3093 2.078 2.3093 15 10 0.0630 2."20 5.548 2.62 0.65 L10 80 1440.00 0.0331 0.030 0.0331 15 6 0.0100 0.030 0.566 18.87 4.72 Roof F1 40 1920.00 0.0441 0.040 0.0441 190 6 0.0400 0.040 1.132 28.31 89.63 Roof/Raingarden to Public MH 81 102033.00 2.3424 2.108 2.3424 35 12 0.0050 2.150 2.542 1.18 0.69 82 162294.00 3.7258 3.353 3.7258 20 15 0.0050 3.400 4.608 1.36 0.45 164214.00 3.7698 3.393 3.7698 20 15 0.0050 1.550 4.608 2.97 0.99 Total Development Site J1 100 20500.00 0.4706 0.424 0.4706 80 6 0.0200 0.430 0.801 1.86 2.48 Thirsty Lion Paving L1 101 33705.00 0.7738 0.696 0.7738 60 6 0.0200 0.71C 0.801 1.13 1.13 Thirsty Lion Paving K1 102 36750.00 0.8437 0.759 0.8437 5 6 0.0200 0.770 0.801 1.04 0.09 Thirsty Lion Paving 103 70455.00 1.6174 1.456 1.6174 25 6 0.0700 1.480 1.498 1.01 0.42 104 90955.00 2.0880 1.879 2.0880 265 18 0.0050 1.910 7.494 3.92 17.33 Page 4 of 4 1 24-HOUR RAINFALL DEPTHS I ECUE \ CE TOTAL \ TEVAE P ' ECIPITATIO\ (YEAS) DEPTH ( \ C - ES) 2 2. 5 5 3. 10 10 3. 45 25 3. 90 50 4. 20 100 4. 50 I � I I I I I 24- HOURS RAINFALL DEPTHS CieanWae\ Services DRAWING NO. 1280 REVISED 12-06 I Appendix 2 1 1 Operation and Maintenance 1 1 1 1 i 1 1 1 1 1 1 1 1 1 P:12017 Projects\17260 MDG Land Rover Washington Square\Storm\Drainage Analysis\Appendix.doc 1 1 1 ' Stormwater Facility Maintenance and Operation Plan Jaguar Land Rover March 2018 Project Owner: Jaguar Land Rover of Portland Facility Address: 10205 SW Washington Square Road Tigard, Oregon Jurisdiction: City of Tigard Case Files: 1 Civil Engineer: TM Rippey Consulting Engineers Kari t orocn, PE 7650 SW Beveland Street ' Suite 100 Tigard, Oregon 97223 Responsibility: The storm drainage facilities will be maintained by the owner's maintenance staff. Description: This site is approximately 4.5 acres of building, paving, and landscaping. The majority of ' the site storm runoff is directed to underground chambers to provide detention for runoff flow control. Outflow is limited by a control manhole. Approximately 1,920 square feet is directed to a surface treatment facility (rain garden) for treatment. The remainder of the ' site runoff treatment is provided by a treatment vault containing a series of cartridges. The site facilities discharge to a public conveyance system located south of the site in the ODOT right of way of highway 217. ' Inspection and Maintenance Schedule: The systems shall be inspected and maintained monthly and within 4R hours after earth major storm event. For this 0 &M plan, a major storm event is defined as greater than 0.5 inches of rainfall in 24 hours. All components of storm system must be maintained frequently or they will cease to function effectively. The owner shall keep a log, recording inspection dates, observations, and maintenance activities. Receipts shall be saved when maintenance is performed and there is a record of expense. Jaguar Land Rover Stormwater Facility Maintenance and Operation Manual 1 Inspection and Maintenance Schedule: The following items shall be inspected and maintained as stated: Detention System: • Check condition of detention piping biannually. Contact ADS StormTech Stormwater Management, Inc. for inspection and maintenance of detention chambers. • Sediment shall be removed from detention pipes biannually. 1 • Quarterly inspection for clogging shall be performed. Flow Control Structure and Piping: • Check condition of control structure and internal components annually. • Sediment shall be removed from around overflow riser and from pipes biannually. • Quarterly inspection for clogging shall be performed. Vegetated Flow Through Rain Garden: • Vegetation or roots from large shrubs and trees that limit access or interfere with rain garden function shall be prevented. • Fallen leaves and debris from deciduous plant foliage shall be raked and removed biannually. • Nuisance and prohibited vegetation of all species shall be removed biannually. Invasive vegetation shall be removed and replaced. • Dead vegetation shall be removed to maintain less than 10% of area coverage or when planter function is impaired. Vegetation shall be replaced within three months or immediately if the season is appropriate in order to maintain cover density and control erosion where soils are exposed. • The vegetated rain garden shall infiltrate within 48 hours after a storm event. If water continues to pond after that time, sources of possible clogging shall be identified and corrected. If necessary, the top layers shall be tilled and amended with compost; if this is not sufficient, they shall be removed and replaced with new freely draining growing medium. ' • Inlets and outlets shall be inspected quarterly and after any large rain event. • Any trash or debris that collects in the rain garden and may inhibit function shall be removed quarterly. Rain Garden Overflow Devices and Piping: • Check condition of overflow grate annually. • Sediment shall be removed from around overflow riser and from pipes biannually. • Quarterly inspection for clogging shall be performed. 2 P:\2017 Projects 7260 MDG Land Rover Washington Square\Storm\Drainage Analysis\vlarch 2018 0 and M.doc I Jaguar Land Rover Stormwater Facility Maintenance and Operation Manual • Annually remove grate from overflow and pour approximately ten gallons of water into the pipe. If water remains in the pipe after five minutes, consult the project engineer for more detailed analysis. A dipstick and flashlight are 1 required. Contech Treatment System: • Check condition of structure, internal components, and piping biannually. Contact Contech, Inc. for inspection and maintenance of treatment cartridges. ' • Sediment shall be removed from inlet sump biannually. • Quarterly inspection for clogging shall be performed. Source Control: Source control measures prevent pollutants form mixing with stormwater. Typical non- structural control measures include raking and removing leaves and limited and controlled Iapplication of pesticides, herbicides, and fertilizers. Spill Prevention: Spill prevention measures shall be exercised when handling substances that can contaminate stormwater. Virtually all sites present dangers from spills. If hazardous substances are spilled within the vicinity of the stormwater facilities, identify the spill and provide appropriate cleanup and notify appropriate authorities. Insects and Rodents: ' • Insects and rodents shall not be harbored in any part of the storm system. • Pest control measures shall be taken when insects or rodents are found to be present. Standing water and food sources shall be prevented. • If sprays are considered, a mosquito larvicide such as Bacillus thurendensis or Altoside formulations can be applied only if absolutely necessary and shall not be used where it will enter the groundwater or come into contact with any standing water. Sprays shall be applied only by licensed individuals or contractors. • Holes in the ground located in and around the storm system shall be filled. ' • Outfalls draining into vegetated swales shall be inspected and cleaned regularly to ensure no rodent activity, which can clog or decrease the efficiency of the storm system. Access: Access shall be maintained for all facilities so operation and maintenance can be performed as regularly scheduled. 1 I 3 P:\2017 Projects117260 MDG Land Rover Washington Square\Storm\Drainage Analysis\March 2018 0 and M.doc IRelated Maintenance Activities - Material Disposal Performed on an as-needed basis The accumulated sediment found in stormwater treatment StormFilter units are often just one of many structures in a more and conveyance systems must be handled and disposed of in comprehensive stormwater drainage and treatment system. accordance with regulatory protocols. It is possible for sediments to contain measurable concentrations of heavy metals and In order for maintenance of the StormFilter to be successful, it organic chemicals(such as pesticides and petroleum products}. is imperative that all other components be properly maintained. Areas with the greatest potential for high pollutant loading The maintenance/repair of upstream facilities should be carried include industrial areas and heavily traveled roads. out prior to StormFilter maintenance activities. Sediments and water must be disposed of in accordance with I In addition to considering upstream facilities, it is also important all applicable waste disposal regulations.When scheduling to correct any problems identified in the drainage area. Drainage maintenance,consideration must be made for the disposal of area concerns may include:erosion problems, heavy oil loading, solid and liquid wastes.This typically requires coordination with and discharges of inappropriate materials. a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. I I I I I A RECYCLED Tixy PAPER ONSTI�CUON%fir CO ON PROCOCTS.INC. 800.338.1122 www.contech-cpi.com I Support • Drawings and specifications are available at contechstormwater.com. I • Site-specific design support is available from our engineers. ©2009 CONTECH Construction Products Inc. CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes bridges, drainage,sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division 1111 offerings,visit contech-cpi.com or call 800.338.1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for Iany particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374;6,406,218; 6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;related foreign patents or other patents pending. Inspection Report Date: Personnel: Location: System Size: System Type: Vault I I Cast-In-Place ❑ Linear Catch Basin ❑ Manhole H Other ❑ Date: Sediment Thickness in Forebay: Sediment Depth on Vault Floor: f Structural Damage: Estimated Flow from Drainage Pipes(if available):___ Cartridges Submerged: Yes U No Depth of Standing Water: StormFilter Maintenance Activities(check off if done and give description) Trash and Debris Removal: ❑ Minor Structural Repairs: �- I I Drainage Area Report Excessive Oil Loading: Yes ❑ No ❑ Source: Sediment Accumulation on Pavement: Yes ❑ No Source: Erosion of Landscaped Areas: Yes ❑ No ❑ Source: Items Needing Further Work: Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: I 1 I 1 I 1 Review the condition reports from the previous inspection visits. 1 StormFilter Maintenance Report Date: Personnel: ILocation: System Size: System Type: Vault LH Cast-In-Place ❑ Linear Catch Basin n Manhole n Other I I IList Safety Procedures and Equipment Used: I 111 System Observations Months in Service: Oil in Forebay: Yes E No in Sediment Depth in Forebay: ISediment Depth on Vault Floor: Structural Damage: IIDrainage Area Report Excessive Oil Loading: Yes I I No H Source: Sediment Accumulation on Pavement: Yes No n Source: Erosion of Landscaped Areas: Yes n No ❑ Source: IStormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes I I No n Details: LReplace Cartridges: Yes I I No ❑ Details: Sediment Removed: Yes n No n Details: IQuantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes I I No n Details: IResiduals(debris,sediment) Disposal Methods: Notes: 1 I I I I