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WPO201700023 Calculations 2017-02-27
a a STORMWATER MODELING OUTPUT FROM HYDROCAD (SEE PLANS FOR DRAINAGE MAPS AND SUMMARY) OAKLEIGH WPo :o17 - J0Z} ALBEMARLE COUNTY, VIRGINIA 27 February 2017 Prepared by: Alan Franklin PE, LLC Crozet, Virginia 22932 (434) 531-5544 a TH OF yi N (,. i j i - ; Lic.No.35336 w 447 iONAL ��61 ■r ar Oakleigh 02/27/17 1011 Summary The site, which is 8.82 acres, is broken into two sub-watersheds. Area A drains towards Rio Road where it is collected in storm drain systems within Rio Road right of way and the parking lots of Berkmar Crossing. These existing storm drain systems converge and follow Berkmar Drive in the direction of US 29. Area B drains to the rear of the site toward an existing channel and storm pipe system that run parallel with Lake Forest Drive and Dominion Drive in the direction of US 29. Presumably, the �.. storm systems that carry runoff from both Area A and B join near the intersection of Dominion Drive and US 29 at a large box culvert. However, for the sake of this study, both Area A and B are studied separately for pre/post analysis. As a result of this project there will be an increase of 2.99 acres of impervious cover on the property. To satisfy the VSMP stormwater management quantity and quality requirements for the increased developed runoff from the site, all parking lots and nearly all access drives will be constructed with permeable interlocking concrete paver systems. Additionally, a large bio-filter with R-tank storage units will be constructed in Area B and a corrugated 60" CMP pipe storage manifold with a proprietary stormwater quality unit in Area B are proposed. The proposed BMPs will capture a majority of the new parking area runoff via roof drains, overland flow, and curb cuts with gravel filter aprons. The post-development stormwater discharge from the project site BMPs will be less than the 2 year, and 10 year 24-hour storm events as required by 9VAC25-870-93 Part II-C. The total phosphorous load removal requirement for the project is 3.26 lbs/year. As designed, the project Stormwater Management Plan provides 3.39 lbs/year phosphorous removal, which is a surplus of 0.13 lbs/year. Ilia Oakleigh 02/27/17 SIP Pre-Development Area A .. WM YIP air two tips rr rr YM� Pre- Development 1111111 IMO A ion Reach on• Drainage Diagram for OakleighMSPA-SCS-Area A assPrepared by Terra Concepts, PC, Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC i., Pre-Development Area A OakleighMSPA-SCS-Area A Type 1124-hr 2yr A/b. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 9S: Pre-Development Area A Runoff = 2.57 cfs @ 12.09 hrs, Volume= 0.178 af, Depth> 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr Alb. Rainfall=3.60" Area (ac) CN Description 1.500 58 Woods/grass comb., Good, HSG B 2.810 61 >75% Grass cover, Good, HSG B 4.310 60 Weighted Average 4.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 200 0.0500 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 2.2 511 0.0568 3.84 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.3 711 Total Subcatchment 9S: Pre-Development Area A Hydrograph ■Runoff ins Type II 24-hr 2yr Alb. Rainfall=3.60" Runoff Area=4.310 ac 2� Runoff Volume=0.178 af Runoff Depth>0.50" Flow Length=711' 1- Tc=13.3 min - CN=60 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Wn owe Pre-Development Area A f. OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 3 Hydrograph for Subcatchment 9S: Pre-Development Area A Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 14.00 2.95 0.32 0.22 1.25 0.05 0.00 0.00 14.25 2.98 0.33 0.20 1.50 0.06 0.00 0.00 14.50 3.02 0.34 0.20 1.75 0.07 0.00 0.00 14.75 3.04 0.35 0.19 2.00 0.08 0.00 0.00 15.00 3.07 0.36 0.18 2.25 0.09 0.00 0.00 15.25 3.10 0.37 0.17 2.50 0.10 0.00 0.00 15.50 3.12 0.38 0.16 2.75 0.11 0.00 0.00 15.75 3.15 0.39 0.16 3.00 0.12 0.00 0.00. 16.00 3.17 0.40 0.15 3.25 0.14 0.00 0.00 16.25 3.19 0.40 0.14 `"" 3.50 0.15 0.00 0.00 16.50 3.21 0.41 0.14 3.75 0.16 0.00 0.00 16.75 3.23 0.42 0.13 4.00 0.17 0.00 0.00 17.00 3.25 0.43 0.13 4.25 0.19 0.00 0.00 17.25 3.26 0.43 0.13 4.50 0.20 0.00 0.00 17.50 3.28 0.44 0.12 4.75 0.21 0.00 0.00 17.75 3.30 0.45 0.12 5.00 0.23 0.00 0.00 18.00 3.32 0.45 0.12 5.25 0.24 0.00 0.00 18.25 3.33 0.46 0.11 5.50 0.26 0.00 0.00 18.50 3.35 0.47 0.11 5.75 0.27 0.00 0.00 18.75 3.36 0.47 0.11 6.00 0.29 0.00 0.00 19.00 3.38 0.48 0.10 6.25 0.30 0.00 0.00 19.25 3.39 0.48 0.10 6.50 0.32 0.00 0.00 19.50 3.40 0.49 0.10 6.75 0.34 0.00 0.00 19.75 3.42 0.50 0.09 r.. 7.00 0.36 0.00 0.00 20.00 3.43 0.50 0.09 7.25 0.37 0.00 0.00 7.50 0.39 0.00 0.00 7.75 0.41 0.00 0.00 +. 8.00 0.43 0.00 0.00 8.25 0.45 0.00 0.00 8.50 0.48 0.00 0.00 8.75 0.50 0.00 0.00 r 9.00 0.53 0.00 0.00 9.25 0.56 0.00 0.00 9.50 0.59 0.00 0.00 9.75 0.62 0.00 0.00 10.00 0.65 0.00 0.00 10.25 0.69 0.00 0.00 10.50 0.73 0.00 0.00 i.,, 10.75 0.79 0.00 0.00 11.00 0.85 0.00 0.00 11.25 0.92 0.00 0.00 11.50 1.02 0.00 0.00 iW+ 11.75 1.39 0.00 0.00 12.00 2.39 0.14 1.72 12.25 2.54 0.19 1.23 12.50 2.65 0.22 0.63 12.75 2.72 0.24 0.42 13.00 2.78 0.26 0.36 13.25 2.83 0.27 0.31 r. 13.50 2.88 0.29 0.28 13.75 2.92 0.30 0.25 Pre-Development Area A OakleighMSPA-SCS-Area A Type 1124-hr 10yrAib. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 9S: Pre-Development Area A Runoff = 8.90 cfs @ 12.06 hrs, Volume= 0.515 af, Depth> 1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Alb. Rainfall=5.50" rr Area (ac) CN Description 1.500 58 Woods/grass comb., Good, HSG B +�. 2.810 61 >75% Grass cover, Good, HSG B 4.310 60 Weighted Average 4.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 200 0.0500 0.30 Sheet Flow, Imo Grass: Short n= 0.150 P2= 3.60" 2.2 511 0.0568 3.84 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps "" 13.3 711 Total Subcatchment 9S: Pre-Development Area A Hydrograph ■Runoff err Type II 24-hr 10yr Alb. Rainfall=5.50" Runoff Area=4.310 ac 6- Runoff Volume=0.515 of 5- Runoff Depth>1.43" LL _ Flow Length=711' 4- lirTc=13.3 min CN=60 2- iia 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1711' 18 19 20 Time (hours) err les Y.. Pre-Development Area A OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment 9S: Pre-Development Area A Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 14.00 4.51 1.03 0.53 1.25 0.07 0.00 0.00 14.25 4.56 1.05 0.48 MN1.50 0.09 0.00 0.00 14.50 4.61 1.08 0.46 1.75 0.10 0.00 0.00 14.75 4.65 1.10 0.44 2.00 0.12 0.00 0.00 15.00 4.69 1.13 0.42 2.25 0.14 0.00 0.00 15.25 4.73 1.15 0.40 2.50 0.15 0.00 0.00 15.50 4.77 1.17 0.38 2.75 0.17 0.00 0.00 15.75 4.81 1.19 0.35 3.00 0.19 0.00 0.00 16.00 4.84 1.21 0.33 3.25 0.21 0.00 0.00 16.25 4.87 1.23 0.31 3.50 0.23 0.00 0.00 16.50 4.90 1.24 0.31 3.75 0.24 0.00 0.00 16.75 4.93 1.26 0.30 4.00 0.26 0.00 0.00 17.00 4.96 1.28 0.29 4.25 0.28 0.00 0.00 17.25 4.99 1.29 0.28 4.50 0.30 0.00 0.00 17.50 5.01 1.31 0.28 4.75 0.32 0.00 0.00 17.75 5.04 1.32 0.27 5.00 0.35 0.00 0.00 18.00 5.07 1.34 0.26 5.25 0.37 0.00 0.00 18.25 5.09 1.35 0.25 5.50 0.39 0.00 0.00 18.50 5.11 1.37 0.24 5.75 0.42 0.00 0.00 18.75 5.14 1.38 0.24 6.00 0.44 0.00 0.00 19.00 5.16 1.39 0.23 6.25 0.47 0.00 0.00 19.25 5.18 1.41 0.22 6.50 0.49 0.00 0.00 19.50 5.20 1.42 0.21 6.75 0.52 0.00 0.00 19.75 5.22 1.43 0.20 r 7.00 0.54 0.00 0.00 20.00 5.24 1.44 0.19 7.25 0.57 0.00 0.00 7.50 0.60 0.00 0.00 7.75 0.63 0.00 0.00 ,,. 8.00 0.66 0.00 0.00 8.25 0.69 0.00 0.00 8.50 0.73 0.00 0.00 8.75 0.77 0.00 0.00 9.00 0.81 0.00 0.00 9.25 0.85 0.00 0.00 9.50 0.90 0.00 0.00 9.75 0.94 0.00 0.00 10.00 1.00 0.00 0.00 10.25 1.05 0.00 0.00 10.50 1.12 0.00 0.00 ,.� 10.75 1.20 0.00 0.00 11.00 1.29 0.00 0.00 11.25 1.41 0.00 0.00 11.50 1.56 0.01 0.07 r. 11.75 2.13 0.08 0.67 12.00 3.65 0.60 7.31 12.25 3.88 0.71 3.62 12.50 4.04 0.78 1.63 12.75 4.15 0.84 1.05 13.00 4.25 0.89 0.87 13.25 4.33 0.93 0.74 13.50 4.39 0.96 0.66 13.75 4.46 1.00 0.59 INN Oakleigh 02/27/17 WIMP 1110 Urn Pre-Development Area B ire in rrr ire ism � 3 e ser Pre- Development Reach 'Ort• Ill Drainage Diagram for Oakleig1-W hMSPA-SCS2 Prepared by Terra Concepts, PC, Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Pre-Development Area B OakleighMSPA-SCS2 Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Pre-Development Area B Runoff = 2.28 cfs @ 12.07 hrs, Volume= 0.184 af, Depth> 0.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr Alb. Rainfall=3.60" Area (ac) CN Description 4.510 58 Woods/grass comb., Good, HSG B 4.510 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 200 0.0500 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 0.8 178 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.9 378 Total Subcatchment 1S: Pre-Development Area B Hydrograph ■Runoff Type II 24-hr 2yr Alb. 2- Rainfall=3.60" Runoff Area=4.510 ac Runoff Volume=0.184 of Runoff Depth>0.49" log 0Flow Length=378' LL 1- Slope=0.0500 '/' Tc=11.9 min CN=58 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) rr� rs it r.. Pre-Development Area B ,.. OakleighMSPA-SCS2 Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 3 vie Hydrograph for Subcatchment 1S: Pre-Development Area B Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 1.50 0.06 0.00 0.00 ,r 2.00 0.08 0.00 0.00 2.50 0.10 0.00 0.00 3.00 0.12 0.00 0.00 3.50 0.15 0.00 0.00 rime 4.00 0.17 0.00 0.00 4.50 0.20 0.00 0.00 5.00 0.23 0.00 0.00 5.50 0.26 0.00 0.00 6.00 0.29 0.00 0.00 6.50 0.32 0.00 0.00 7.00 0.36 0.00 0.00 7.50 0.39 0.00 0.00 8.00 0.43 0.00 0.00 8.50 0.48 0.00 0.00 9.00 0.53 0.00 0.00 9.50 0.59 0.00 0.00 10.00 0.65 0.00 0.00 10.50 0.73 0.00 0.00 11.00 0.85 0.00 0.00 11.50 1.02 0.00 0.00 12.00 2.39 0.11 1.57 12.50 2.65 0.17 0.54 13.00 2.78 0.21 0.32 13.50 2.88 0.24 0.25 14.00 2.95 0.26 0.21 14.50 3.02 0.28 0.18 tom 15.00 3.07 0.30 0.17 15.50 3.12 0.31 0.15 16.00 3.17 0.33 0.14 16.50 3.21 0.34 0.13 r. 17.00 3.25 0.36 0.12 17.50 3.28 0.37 0.12 18.00 3.32 0.38 0.11 18.50 3.35 0.39 0.10 19.00 3.38 0.41 0.10 19.50 3.40 0.42 0.09 20.00 3.43 0.42 0.08 rya 20.50 3.45 0.43 0.08 21.00 3.47 0.44 0.08 21.50 3.50 0.45 0.08 22.00 3.52 0.46 0.08 •. 22.50 3.54 0.47 0.08 23.00 3.56 0.48 0.08 23.50 3.58 0.48 0.07 24.00 3.60 0.49 0.07 leo Pre-Development Area B ,. OakleighMSPA-SCS2 Type 1124-hr 10yrAib. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 4 rr, Summary for Subcatchment 1S: Pre-Development Area B Runoff = 8.84 cfs @ 12.05 hrs, Volume= 0.544 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs Type 1124-hr 10yr Alb. Rainfall=5.50" Imo Area (ac) CN Description 4.510 58 Woods/grass comb., Good, HSG B r 4.510 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 200 0.0500 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 0.8 178 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.9 378 Total Subcatchment 1S: Pre-Development Area B Hydrograph ■Runoff TII - yr . 8. R24Aainfall=5.50" Runoffypereahr=410.510Albac Runoff Volume=0.544 af 5- Runoff Depth>1.45" LL Flow Length=378' 4- Slope=0.0500 '/' 3- tore Tc=11.9 min 2- CN=58 r 1- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 yr Time (hours) r irr Pre-Development Area B OakleighMSPA-SCS2 Type 1124-hr 10yrAib. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 2/21/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Pacie 5 NMI Hydrograph for Subcatchment 1S: Pre-Development Area B Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 1.50 0.09 0.00 0.00 2.00 0.12 0.00 0.00 2.50 0.15 0.00 0.00 3.00 0.19 0.00 0.00 3.50 0.23 0.00 0.00 frr 4.00 0.26 0.00 0.00 4.50 0.30 0.00 0.00 5.00 0.35 0.00 0.00 5.50 0.39 0.00 0.00 6.00 0.44 0.00 0.00 6.50 0.49 0.00 0.00 7.00 0.54 0.00 0.00 7.50 0.60 0.00 0.00 int 8.00 0.66 0.00 0.00 8.50 0.73 0.00 0.00 9.00 0.81 0.00 0.00 irr 9.50 0.90 0.00 0.00 10.00 1.00 0.00 0.00 10.50 1.12 0.00 0.00 11.00 1.29 0.00 0.00 11.50 1.56 0.00 0.01 12.00 3.65 0.51 7.64 12.50 4.04 0.68 1.48 13.00 4.25 0.78 0.83 r. 13.50 4.39 0.85 0.64 14.00 4.51 0.91 0.51 14.50 4.61 0.96 0.45 /no 15.00 4.69 1.00 0.41 15.50 4.77 1.05 0.37 16.00 4.84 1.08 0.32 16.50 4.90 1.12 0.30 - 17.00 4.96 1.15 0.29 17.50 5.01 1.18 0.27 18.00 5.07 1.20 0.26 18.50 5.11 1.23 0.24 19.00 5.16 1.26 0.22 19.50 5.20 1.28 0.21 20.00 5.24 1.30 0.19 20.50 5.27 1.32 0.18 21.00 5.31 1.34 0.18 21.50 5.34 1.36 0.18 22.00 5.37 1.38 0.17 NO 22.50 5.41 1.40 0.17 23.00 5.44 1.42 0.17 23.50 5.47 1.44 0.17 v 24.00 5.50 1.45 0.16 err Oakleigh 02/27/17 Nil am Mai Post-Development Area A i Imo NMI lr�• 4\ Permeable Pavers Area 12" of#3 S ne under Permeable Pavement yy D 1a• UG-60" D.A. 60" CM SWQ Unit NIA D 011 Dev. Area A w/o SWM Point of Analysis (Storm A) t- Reach on. 1111 Drainage Diagram for OakleighMSPA-SCS-Area A amiPrepared by Terra Concepts, PC, Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 2S: UG-60" D.A. Runoff = 6.16 cfs @ 11.95 hrs, Volume= 11,823 cf, Depth> 2.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr Alb. Rainfall=3.60" r. Area (ac) CN Description 1.080 98 Paved parking & roofs 0.460 61 >75% Grass cover, Good, HSG B 1.540 87 Weighted Average 0.460 Pervious Area 1.080 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: UG-60" D.A. Hydrograph ■Runoff 6- Type 1124-hr 2yr Alb. Rainfall=3.60" 57 Runoff Area=1.540 ac Runoff Volume=11,823 cf •. 4-Runoff Depth>2.11" 0 Tc=5.0 min u. 3- ,� : CN=87 2- Pat 0 T . �. . .. . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) irr air Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 3 n• Hydrograph for Subcatchment 2S: UG-60" D.A. Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 14.00 2.95 1.70 0.19 1.25 0.05 0.00 0.00 14.25 2.98 1.73 0.17 1.50 0.06 0.00 0.00 14.50 3.02 1.75 0.17 1.75 0.07 0.00 0.00 14.75 3.04 1.78 0.16 2.00 0.08 0.00 0.00 15.00 3.07 1.80 0.15 2.25 0.09 0.00 0.00 15.25 3.10 1.83 0.14 - 2.50 0.10 0.00 0.00 15.50 3.12 1.85 0.13 2.75 0.11 0.00 0.00 15.75 3.15 1.87 0.12 3.00 0.12 0.00 0.00 16.00 3.17 1.89 0.12 3.25 0.14 0.00 0.00 16.25 3.19 1.90 0.11 '�► 3.50 0.15 0.00 0.00 16.50 3.21 1.92 0.11 3.75 0.16 0.00 0.00 16.75 3.23 1.94 0.11 4.00 0.17 0.00 0.00 17.00 3.25 1.96 0.10 4.25 0.19 0.00 0.00 17.25 3.26 1.97 0.10 4.50 0.20 0.00 0.00 17.50 3.28 1.99 0.10 4.75 0.21 0.00 0.00 17.75 3.30 2.00 0.09 5.00 0.23 0.00 0.00 18.00 3.32 2.02 0.09 ■„ 5.25 0.24 0.00 0.00 18.25 3.33 2.03 0.09 5.50 0.26 0.00 0.00 18.50 3.35 2.05 0.08 5.75 0.27 0.00 0.00 18.75 3.36 2.06 0.08 6.00 0.29 0.00 0.00 19.00 3.38 2.07 0.08 6.25 0.30 0.00 0.00 19.25 3.39 2.08 0.08 6.50 0.32 0.00 0.00 19.50 3.40 2.10 0.07 6.75 0.34 0.00 0.00 19.75 3.42 2.11 0.07 7.00 0.36 0.00 0.01 20.00 3.43 2.12 0.07 7.25 0.37 0.00 0.01 7.50 0.39 0.01 0.01 7.75 0.41 0.01 0.02 8.00 0.43 0.01 0.02 8.25 0.45 0.01 0.02 8.50 0.48 0.02 0.03 8.75 0.50 0.02 0.03 9.00 0.53 0.03 0.04 9.25 0.56 0.04 0.05 9.50 0.59 0.05 0.05 9.75 0.62 0.06 0.06 "' 10.00 0.65 0.07 0.07 10.25 0.69 0.08 0.09 10.50 0.73 0.10 0.11 .. 10.75 0.79 0.12 0.14 11.00 0.85 0.15 0.17 11.25 0.92 0.18 0.24 11.50 1.02 0.23 0.33 ,. 11.75 1.39 0.46 1.84 12.00 2.39 1.22 5.30 12.25 2.54 1.35 0.76 12.50 2.65 1.43 0.49 ""' 12.75 2.72 1.50 0.37 13.00 2.78 1.55 0.31 13.25 2.83 1.59 0.27 13.50 2.88 1.63 0.24 rim 13.75 2.92 1.67 0.21 Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Permeable Pavers Area Runoff = 4.42 cfs @ 11.96 hrs, Volume= 8,277 cf, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr Alb. Rainfall=3.60" Area (ac) CN Description * 0.770 98 Permeable Pavers +� 0.250 61 >75% Grass cover, Good, HSG B 0.250 58 Woods/grass comb., Good, HSG B 1.270 83 Weighted Average too 0.500 Pervious Area 0.770 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Permeable Pavers Area Hydrograph sere / ■Runoff II 24-hr 2yr Al Limir 4ii:RyeR:71:if : all=3.60" noff Area=1.270 3- Runoff Volume=8,2cf Runoff Depth>1.80" �- ,° Tc=5.0 min CN=83 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) a. ei Post Dev A •. OakleighMSPA-SCS-Area A Type 1124-hr 2yrAlb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment 3S: Permeable Pavers Area Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 14.00 2.95 1.41 0.14 1.25 0.05 0.00 0.00 14.25 2.98 1.43 0.13 1.50 0.06 0.00 0.00 14.50 3.02 1.46 0.13 1.75 0.07 0.00 0.00 14.75 3.04 1.48 0.12 2.00 0.08 0.00 0.00 15.00 3.07 1.51 0.11 2.25 0.09 0.00 0.00 15.25 3.10 1.53 0.11 +� 2.50 0.10 0.00 0.00 15.50 3.12 1.55 0.10 2.75 0.11 0.00 0.00 15.75 3.15 1.57 0.10 3.00 0.12 0.00 0.00 16.00 3.17 1.58 0.09 3.25 0.14 0.00 0.00 16.25 3.19 1.60 0.09 3.50 0.15 0.00 0.00 16.50 3.21 1.62 0.08 3.75 0.16 0.00 0.00 16.75 3.23 1.63 0.08 4.00 0.17 0.00 0.00 17.00 3.25 1.65 0.08 4.25 0.19 0.00 0.00 17.25 3.26 1.66 0.08 4.50 0.20 0.00 0.00 17.50 3.28 1.68 0.07 4.75 0.21 0.00 0.00 17.75 3.30 1.69 0.07 5.00 0.23 0.00 0.00 18.00 3.32 1.70 0.07 •.• 5.25 0.24 0.00 0.00 18.25 3.33 1.72 0.07 5.50 0.26 0.00 0.00 18.50 3.35 1.73 0.06 5.75 0.27 0.00 0.00 18.75 3.36 1.74 0.06 6.00 0.29 0.00 0.00 19.00 3.38 1.75 0.06 ANN 6.25 0.30 0.00 0.00 19.25 3.39 1.77 0.06 6.50 0.32 0.00 0.00 19.50 3.40 1.78 0.06 6.75 0.34 0.00 0.00 19.75 3.42 1.79 0.05 7.00 0.36 0.00 0.00 20.00 3.43 1.80 0.05 wig 7.25 0.37 0.00 0.00 7.50 0.39 0.00 0.00 7.75 0.41 0.00 0.00 +�. 8.00 0.43 0.00 0.00 8.25 0.45 0.00 0.00 8.50 0.48 0.00 0.01 8.75 0.50 0.00 0.01 9.00 0.53 0.01 0.01 9.25 0.56 0.01 0.02 9.50 0.59 0.01 0.02 9.75 0.62 0.02 0.03 ` 10.00 0.65 0.03 0.03 10.25 0.69 0.03 0.04 10.50 0.73 0.04 0.06 ,,. 10.75 0.79 0.06 0.08 11.00 0.85 0.08 0.10 11.25 0.92 0.10 0.14 11.50 1.02 0.14 0.20 11.75 1.39 0.32 1.20 12.00 2.39 0.97 3.85 12.25 2.54 1.09 0.56 12.50 2.65 1.17 0.37 ` 12.75 2.72 1.22 0.28 13.00 2.78 1.27 0.23 13.25 2.83 1.31 0.20 13.50 2.88 1.35 0.18 13.75 2.92 1.38 0.16 r Post Dev A OakleighMSPA-SCS-Area A Type II 24-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 6S: Dev. Area A w/o SWM Runoff = 0.93 cfs @ 11.97 hrs, Volume= 1,765 cf, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr Alb. Rainfall=3.60" Area (ac) CN Description 0.320 61 >75% Grass cover, Good, HSG B r 0.220 58 Woods/grass comb., Good, HSG B * 0.100 98 Impervious 0.640 66 Weighted Average .. 0.540 Pervious Area 0.100 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, .. Subcatchment 6S: Dev. Area A w/o SWM Hydrograph *at 1- ■Runoff Type II 24-hr 2yr Alb. Rainfall=3.60" Runoff Area=0.640 ac "' Runoff Volume=1,765 cf Runoff Depth>0.76" - Tc=5.0 m i n CN=66 0 1 2 3 4 5 6 7 8 9 10 11 12 13 ,14 16 '16 ,117 ,118 19 20 Time (hours) owe rr w Post Dev A ••� OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment 6S: Dev. Area A w/o SWM Time Precip. Excess Runoff Time Precip. Excess Runoff - (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 14.00 2.95 0.52 0.04 1.25 0.05 0.00 0.00 14.25 2.98 0.54 0.04 „�. 1.50 0.06 0.00 0.00 14.50 3.02 0.55 0.04 1.75 0.07 0.00 0.00 14.75 3.04 0.57 0.04 2.00 0.08 0.00 0.00 15.00 3.07 0.58 0.03 2.25 0.09 0.00 0.00 15.25 3.10 0.59 0.03 2.50 0.10 0.00 0.00 15.50 3.12 0.60 0.03 2.75 0.11 0.00 0.00 15.75 3.15 0.62 0.03 3.00 0.12 0.00 0.00 16.00 3.17 0.63 0.03 3.25 0.14 0.00 0.00 16.25 3.19 0.64 0.03 3.50 0.15 0.00 0.00 16.50 3.21 0.65 0.03 3.75 0.16 0.00 0.00 16.75 3.23 0.66 0.03 4.00 0.17 0.00 0.00 17.00 3.25 0.67 0.02 4.25 0.19 0.00 0.00 17.25 3.26 0.68 0.02 4.50 0.20 0.00 0.00 17.50 3.28 0.68 0.02 4.75 0.21 0.00 0.00 17.75 3.30 0.69 0.02 5.00 0.23 0.00 0.00 18.00 3.32 0.70 0.02 +., 5.25 0.24 0.00 0.00 18.25 3.33 0.71 0.02 5.50 0.26 0.00 0.00 18.50 3.35 0.72 0.02 5.75 0.27 0.00 0.00 18.75 3.36 0.73 0.02 6.00 0.29 0.00 0.00 19.00 3.38 0.73 0.02 6.25 0.30 0.00 0.00 19.25 3.39 0.74 0.02 6.50 0.32 0.00 0.00 19.50 3.40 0.75 0.02 6.75 0.34 0.00 0.00 19.75 3.42 0.75 0.02 .r 7.00 0.36 0.00 0.00 20.00 3.43 0.76 0.02 7.25 0.37 0.00 0.00 7.50 0.39 0.00 0.00 7.75 0.41 0.00 0.00 �.. 8.00 0.43 0.00 0.00 8.25 0.45 0.00 0.00 8.50 0.48 0.00 0.00 8.75 0.50 0.00 0.00 9.00 0.53 0.00 0.00 9.25 0.56 0.00 0.00 9.50 0.59 0.00 0.00 9.75 0.62 0.00 0.00 10.00 0.65 0.00 0.00 10.25 0.69 0.00 0.00 10.50 0.73 0.00 0.00 ,. 10.75 0.79 0.00 0.00 11.00 0.85 0.00 0.00 11.25 0.92 0.00 0.00 11.50 1.02 0.00 0.00 11.75 1.39 0.02 0.09 12.00 2.39 0.28 0.87 12.25 2.54 0.34 0.15 12.50 2.65 0.39 0.10 12.75 2.72 0.42 0.08 13.00 2.78 0.44 0.07 13.25 2.83 0.47 0.06 13.50 2.88 0.49 0.05 13.75 2.92 0.51 0.05 Post Dev A •i. OakleighMSPA-SCS-Area A Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 8 Summary for Pond 4P: 12" of#3 Stone under Permeable Pavement Inflow Area = 55,321 sf, 60.63% Impervious, Inflow Depth > 1.80" for 2yr Alb. event Inflow = 4.42 cfs @ 11.96 hrs, Volume= 8,277 cf Outflow = 0.30 cfs @ 12.65 hrs, Volume= 5,714 cf, Atten= 93%, Lag= 41.6 min Primary = 0.30 cfs @ 12.65 hrs, Volume= 5,714 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 559.35' @ 12.65 hrs Surf.Area= 0.770 ac Storage= 0.108 af Plug-Flow detention time= 199.5 min calculated for 5,714 cf(69% of inflow) Center-of-Mass det. time= 130.2 min ( 912.8 - 782.6 ) " Volume Invert Avail.Storage Storage Description #1 559.00' 0.308 af 12" of#3 under all permeables (Prismatic Jsted below (Recalc) 0.770 af Overall x 40.0% Voids #2 560.00' 0.102 af 4" of#57 under permeables (Prismatic)Listed below (Recalc) 0.254 af Overall x 40.0% Voids 0.410 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) r 559.00 0.770 0.000 0.000 560.00 0.770 0.770 0.770 Elevation Surf.Area Inc.Store Cum.Store air (feet) (acres) (acre-feet) (acre-feet) 560.00 0.770 0.000 0.000 560.33 0.770 0.254 0.254 Device Routing Invert Outlet Devices #1 Primary 559.00' 6.0" Vert. 6" Perforated PVC C= 0.600 tam Primary OutFlow Max=0.30 cfs @ 12.65 hrs HW=559.35' TW=545.29' (Dynamic Tailwater) L1=6" Perforated PVC (Orifice Controls 0.30 cfs @ 2.02 fps) NIS ENI Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 9 Pond 4P: 12" of #3 Stone under Permeable Pavement Hydrograph Inflow x4.42 cfs Pnmary Inflow Area=55,321 sf 4 Peak Elev=559.35' Storage=0.108 of 3- N - 3 - O _ LL 2- 1-' 0.30 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 4P: 12" of #3 Stone under Permeable Pavement Stage-Discharge ■Primary — 560- a c 0 is - m .. w (00000.000.000.000000000000107 / 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 Discharge (cfs) Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 10 Pond 4P: 12" of #3 Stone under Permeable Pavement Stage-Area-Storage ■Storage 4"of#57 under permeables 560-- ... m 0 Co m w 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 0.4 Storage(acre-feet) MOP TIM MINI AMIN i i r Post Dev A .. OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 11 IMP Hydrograph for Pond 4P: 12" of#3 Stone under Permeable Pavement Time Inflow Storage Elevation Primary ""' (hours) (cfs) (acre-feet) (feet) (cfs) 1.00 0.00 0.000 559.00 0.00 1.50 0.00 0.000 559.00 0.00 - 2.00 0.00 0.000 559.00 0.00 2.50 0.00 0.000 559.00 0.00 3.00 0.00 0.000 559.00 0.00 3.50 0.00 0.000 559.00 0.00 .. 4.00 0.00 0.000 559.00 0.00 4.50 0.00 0.000 559.00 0.00 5.00 0.00 0.000 559.00 0.00 5.50 0.00 0.000 559.00 0.00 ow 6.00 0.00 0.000 559.00 0.00 6.50 0.00 0.000 559.00 0.00 7.00 0.00 0.000 559.00 0.00 ,,,,r 7.50 0.00 0.000 559.00 0.00 8.00 0.00 0.000 559.00 0.00 8.50 0.01 0.000 559.00 0.00 9.00 0.01 0.001 559.00 0.00 - 9.50 0.02 0.001 559.00 0.00 10.00 0.03 0.002 559.01 0.00 10.50 0.06 0.004 559.01 0.00 11.00 0.10 0.007 559.02 0.00 "` 11.50 0.20 0.013 559.04 0.01 12.00 3.85 0.082 559.27 0.19 12.50 0.37 0.108 559.35 0.30 .. 13.00 0.23 0.108 559.35 0.29 13.50 0.18 0.104 559.34 0.28 14.00 0.14 0.100 559.32 0.26 14.50 0.13 0.095 559.31 0.24 .. 15.00 0.11 0.090 559.29 0.22 15.50 0.10 0.086 559.28 0.20 16.00 0.09 0.082 559.27 0.19 16.50 0.08 0.078 559.25 0.17 "" 17.00 0.08 0.075 559.24 0.16 17.50 0.07 0.071 559.23 0.15 18.00 0.07 0.069 559.22 0.14 18.50 0.06 0.066 559.21 0.13 ow 19.00 0.06 0.063 559.21 0.12 19.50 0.06 0.061 559.20 0.11 20.00 0.05 0.059 559.19 0.10 OW ,r. kw 4 r Post Dev A OakleighMSPA-SCS-Area A Type 1l 24-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 12 Summary for Pond 10P: 60" CMP •• Inflow Area = 122,404 sf, 65.84% Impervious, Inflow Depth > 1.72" for 2yr Alb. event Inflow = 6.30 cfs @ 11.96 hrs, Volume= 17,536 cf Outflow = 1.50 cfs @ 12.12 hrs, Volume= 15,869 cf, Atten= 76%, Lag= 10.0 min Primary = 1.25 cfs @ 12.12 hrs, Volume= 7,128 cf Secondary = 0.25 cfs @ 11.40 hrs, Volume= 8,741 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 545.71' @ 12.12 hrs Surf.Area= 2,736 sf Storage=4,737 cf Plug-Flow detention time= 70.9 min calculated for 15,869 cf(90% of inflow) Center-of-Mass det. time= 38.2 min ( 856.1 - 817.9 ) Volume Invert Avail.Storage Storage Description #1 543.20' 3,927 cf 24.00'W x 114.00'L x 6.00'H #57 Gravel Backfill 16,416 cf Overall - 6,597 cf Embedded = 9,819 cf x 40.0%Voids #2 543.20' 6,597 cf 60.0"D x 112.00'L 60" Perforated CMPx 3 Inside#1 10,525 cf Total Available Storage Device Routing Invert Outlet Devices #1 Secondary 543.20' Flow restricted by WQ Unit Head (feet) 0.00 0.10 4.00 Disch. (cfs) 0.000 0.250 0.250 #2 Primary 543.10' 15.0" x 10.0' long 15" HDPE (SD A) RCP, square edge headwall, Ke= 0.500 Outlet Invert= 543.00' S= 0.0100 '1 Cc= 0.900 n= 0.013 #3 Device 2 544.38' 0.50' W x 0.50' H Vert. 6" x 6" Orifice in Wall C= 0.600 #4 Device 2 545.75' 1.00'W x 1.00' H Vert. 12" x 12" Orifice in Wall C= 0.600 Imo #5 Device 2 547.20' 6.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height Primary OutFlow Max=1.24 cfs @ 12.12 hrs HW=545.70' TW=0.00' (Dynamic Tailwater) t =15" HDPE (SD A) (Passes 1.24 cfs of 8.30 cfs potential flow) 3=6" x 6" Orifice in Wall (Orifice Controls 1.24 cfs @ 4.97 fps) =12" x 12" Orifice in Wall (Controls 0.00 cfs) =Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Secondary OutFlow Max=0.25 cfs @ 11.40 hrs HW=543.30' TW=0.00' (Dynamic Tailwater) 1=Flow restricted by WQ Unit(Custom Controls 0.25 cfs) Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 13 Pond 10P: 60" CMP Hydrograph 6.30 cfs ■Inflow ❑Outflow Inflow Area=122,404 sf is Primary 7 0 Secondary Peak EIev=545.71' Storage=4,737 cf 5- 4- Q 3 - o - 3- 1.50 cfs 2- 1.25 cfs 1- 1111101.4 0.25 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 10P: 60" CMP Stage-Discharge 0 Total •Primary 5497 ■Secondary 548- r-- ,.. 547- off m i > 546- w I545- 544- p Flow restricted by WQ Unit f v 0 1 2 , . ,3- , , 4 5 6„ . . . 10� 11 12 13 14 Discharge (cfs) or Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 14 Pond 10P: 60" CMP Stage-Area-Storage 549 ■Storage 548- 547- _ 48-547- m w o - 546- > _ w w 545- 544- , 0 2,000 4,000 6,000 8,000 10,000 Storage(cubic-feet) gm Post Dev A ... OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 15 tow Hydrograph for Pond 10P: 60" CMP Time Inflow Storage Elevation Outflow Primary Secondary es, (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 1.00 0.00 0 543.20 0.00 0.00 0.00 1.50 0.00 0 543.20 0.00 0.00 0.00 ,i. 2.00 0.00 0 543.20 0.00 0.00 0.00 2.50 0.00 0 543.20 0.00 0.00 0.00 3.00 0.00 0 543.20 0.00 0.00 0.00 3.50 0.00 0 543.20 0.00 0.00 0.00 .. 4.00 0.00 0 543.20 0.00 0.00 0.00 4.50 0.00 0 543.20 0.00 0.00 0.00 5.00 0.00 0 543.20 0.00 0.00 0.00 5.50 0.00 0 543.20 0.00 0.00 0.00 ""' 6.00 0.00 0 543.20 0.00 0.00 0.00 6.50 0.00 1 543.20 0.00 0.00 0.00 7.00 0.01 3 543.20 0.01 0.00 0.01 ea7.50 0.01 5 543.20 0.01 0.00 0.01 8.00 0.02 8 543.21 0.02 0.00 0.02 8.50 0.03 12 543.21 0.03 0.00 0.03 9.00 0.04 18 543.22 0.04 0.00 0.04 .m 9.50 0.05 23 543.22 0.05 0.00 0.05 10.00 0.07 32 543.23 0.07 0.00 0.07 10.50 0.11 48 543.24 0.10 0.00 0.10 11.00 0.18 78 543.26 0.16 0.00 0.16 0.• 11.50 0.34 154 543.32 0.25 0.00 0.25 12.00 5.49 4,029 545.37 1.28 1.03 0.25 12.50 0.79 4,154 545.43 1.32 1.07 0.25 .. 13.00 0.61 3,290 545.02 0.99 0.74 0.25 13.50 0.52 2,823 544.79 0.67 0.42 0.25 14.00 0.45 2,624 544.69 0.53 0.28 0.25 14.50 0.41 2,508 544.63 0.46 0.21 0.25 15.00 0.37 2,429 544.59 0.41 0.16 0.25 15.50 0.34 2,360 544.56 0.37 0.12 0.25 16.00 0.30 2,293 544.53 0.34 0.09 0.25 16.50 0.28 2,229 544.49 0.31 0.06 0.25 "' 17.00 0.26 2,173 544.47 0.29 0.04 0.25 17.50 0.24 2,120 544.44 0.27 0.02 0.25 18.00 0.23 2,064 544.41 0.26 0.01 0.25 18.50 0.21 2,001 544.38 0.25 0.00 0.25 `~ 19.00 0.20 1,918 544.34 0.25 0.00 0.25 19.50 0.18 1,809 544.28 0.25 0.00 0.25 20.00 0.17 1,675 544.21 0.25 0.00 0.25 me sow r so .r Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 16 Summary for Link 7L: Point of Analysis (Storm A) Inflow Area = 150,282 sf, 56.52% Impervious, Inflow Depth > 1.41" for 2yr Alb. event Inflow = 2.16 cfs @ 12.01 hrs, Volume= 17,634 cf Primary = 2.16 cfs @ 12.01 hrs, Volume= 17,634 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Link 7L: Point of Analysis (Storm A) Hydrograph / ■Inflow II 17 1 R rf ■Primary - Inflow Area=150,282 SI,2.16 cfs t 2- N V O LL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) .. Post Dev A r. OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 17 61111 Hydrograph for Link 7L: Point of Analysis (Storm A) Time Inflow Elevation Primary Time Inflow Elevation Primary ""' (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 1.00 0.00 0.00 0.00 14.00 0.57 0.00 0.57 1.25 0.00 0.00 0.00 14.25 0.53 0.00 0.53 m, 1.50 0.00 0.00 0.00 14.50 0.49 0.00 0.49 1.75 0.00 0.00 0.00 14.75 0.47 0.00 0.47 2.00 0.00 0.00 0.00 15.00 0.44 0.00 0.44 2.25 0.00 0.00 0.00 15.25 0.42 0.00 0.42 •• 2.50 0.00 0.00 0.00 15.50 0.40 0.00 0.40 2.75 0.00 0.00 0.00 15.75 0.39 0.00 0.39 3.00 0.00 0.00 0.00 16.00 0.37 0.00 0.37 3.25 0.00 0.00 0.00 16.25 0.35 0.00 0.35 - 3.50 0.00 0.00 0.00 16.50 0.34 0.00 0.34 3.75 0.00 0.00 0.00 16.75 0.33 0.00 0.33 4.00 0.00 0.00 0.00 17.00 0.32 0.00 0.32 ir 4.25 0.00 0.00 0.00 17.25 0.31 0.00 0.31 4.50 0.00 0.00 0.00 17.50 0.30 0.00 0.30 4.75 0.00 0.00 0.00 17.75 0.29 0.00 0.29 5.00 0.00 0.00 0.00 18.00 0.28 0.00 0.28 .. 5.25 0.00 0.00 0.00 18.25 0.27 0.00 0.27 5.50 0.00 0.00 0.00 18.50 0.27 0.00 0.27 5.75 0.00 0.00 0.00 18.75 0.27 0.00 0.27 6.00 0.00 0.00 0.00 19.00 0.27 0.00 0.27 an 6.25 0.00 0.00 0.00 19.25 0.27 0.00 0.27 6.50 0.00 0.00 0.00 19.50 0.27 0.00 0.27 6.75 0.00 0.00 0.00 19.75 0.27 0.00 0.27 7.00 0.01 0.00 0.01 20.00 0.27 0.00 0.27 `m 7.25 0.01 0.00 0.01 7.50 0.01 0.00 0.01 7.75 0.01 0.00 0.01 r■ 8.00 0.02 0.00 0.02 8.25 0.02 0.00 0.02 8.50 0.03 0.00 0.03 8.75 0.03 0.00 0.03 'm 9.00 0.04 0.00 0.04 9.25 0.04 0.00 0.04 9.50 0.05 0.00 0.05 9.75 0.06 0.00 0.06 "w 10.00 0.07 0.00 0.07 10.25 0.08 0.00 0.08 10.50 0.10 0.00 0.10 ,I 10.75 0.12 0.00 0.12 11.00 0.16 0.00 0.16 11.25 0.21 0.00 0.21 11.50 0.25 0.00 0.25 " 11.75 0.34 0.00 0.34 12.00 2.16 0.00 2.16 12.25 1.60 0.00 1.60 12.50 1.42 0.00 1.42 ""' 12.75 1.23 0.00 1.23 13.00 1.05 0.00 1.05 13.25 0.87 0.00 0.87 all13.50 0.72 0.00 0.72 13.75 0.63 0.00 0.63 r Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 18 Summary for Link 13L: SWQ Unit Inflow = 0.25 cfs @ 11.40 hrs, Volume= 8,741 cf Primary = 0.25 cfs @ 11.40 hrs, Volume= 8,741 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Link 13L: SWQ Unit ' Hydrograph 1 0.28J R 75 cf ■Inflow 0.262 10.25 cfs primary 0.24- 0.22- •• 0.2- 0.18- w 0.16- 0.14_ 0 L U- 0.12- 0.1- 0.08- 0.06- 0.04- 0.02_ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1 I OM Post Dev A - OakleighMSPA-SCS-Area A Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 19 en Hydrograph for Link 13L: SWQ Unit Time Inflow Elevation Primary Time Inflow Elevation Primary ow (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 1.00 0.00 0.00 0.00 14.00 0.25 0.00 0.25 1.25 0.00 0.00 0.00 14.25 0.25 0.00 0.25 r 1.50 0.00 0.00 0.00 14.50 0.25 0.00 0.25 1.75 0.00 0.00 0.00 14.75 0.25 0.00 0.25 2.00 0.00 0.00 0.00 15.00 0.25 0.00 0.25 2.25 0.00 0.00 0.00 15.25 0.25 0.00 0.25 •• 2.50 0.00 0.00 0.00 15.50 0.25 0.00 0.25 2.75 0.00 0.00 0.00 15.75 0.25 0.00 0.25 3.00 0.00 0.00 0.00 16.00 0.25 0.00 0.25 3.25 0.00 0.00 0.00 16.25 0.25 0.00 0.25 me 3.50 0.00 0.00 0.00 16.50 0.25 0.00 0.25 3.75 0.00 0.00 0.00 16.75 0.25 0.00 0.25 4.00 0.00 0.00 0.00 17.00 0.25 0.00 0.25 r 4.25 0.00 0.00 0.00 17.25 0.25 0.00 0.25 4.50 0.00 0.00 0.00 17.50 0.25 0.00 0.25 4.75 0.00 0.00 0.00 17.75 0.25 0.00 0.25 5.00 0.00 0.00 0.00 18.00 0.25 0.00 0.25 5.25 0.00 0.00 0.00 18.25 0.25 0.00 0.25 5.50 0.00 0.00 0.00 18.50 0.25 0.00 0.25 5.75 0.00 0.00 0.00 18.75 0.25 0.00 0.25 6.00 0.00 0.00 0.00 19.00 0.25 0.00 0.25 "" 6.25 0.00 0.00 0.00 19.25 0.25 0.00 0.25 6.50 0.00 0.00 0.00 19.50 0.25 0.00 0.25 6.75 0.00 0.00 0.00 19.75 0.25 0.00 0.25 7.00 0.01 0.00 0.01 20.00 0.25 0.00 0.25 .r 7.25 0.01 0.00 0.01 7.50 0.01 0.00 0.01 7.75 0.01 0.00 0.01 ,. 8.00 0.02 0.00 0.02 8.25 0.02 0.00 0.02 8.50 0.03 0.00 0.03 8.75 0.03 0.00 0.03 - 9.00 0.04 0.00 0.04 9.25 0.04 0.00 0.04 9.50 0.05 0.00 0.05 9.75 0.06 0.00 0.06 MN 1 0.00 0.07 0.00 0.07 10.25 0.08 0.00 0.08 10.50 0.10 0.00 0.10 am 10.75 0.12 0.00 0.12 11.00 0.16 0.00 0.16 11.25 0.21 0.00 0.21 11.50 0.25 0.00 0.25 e a 11.75 0.25 0.00 0.25 12.00 0.25 0.00 0.25 12.25 0.25 0.00 0.25 12.50 0.25 0.00 0.25 - 12.75 0.25 0.00 0.25 13.00 0.25 0.00 0.25 13.25 0.25 0.00 0.25 re 13.50 0.25 0.00 0.25 13.75 0.25 0.00 0.25 Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 2S: UG-60" D.A. „"„ Runoff = 10.63 cfs @ 11.95 hrs, Volume= 21,167 cf, Depth> 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Alb. Rainfall=5.50" Area (ac) CN Description 1.080 98 Paved parking & roofs ■• 0.460 61 >75% Grass cover, Good, HSG B 1.540 87 Weighted Average 0.460 Pervious Area ,. 1.080 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) .. 5.0 Direct Entry, Subcatchment 2S: UG-60" D.A. Hydrograph ■Runoff 11_ Type II 24-hr 10yr Alb. 10- Rainfall=5.50" 9- air = Runoff Area=1.540 ac 8- Runoff Volume=21,167 cf 7_ .� = Runoff Depth>3.79" Tc=5.0 min LL 5 CN=87 3- 2� 1- — 0 �I-....T10. . .. ... . .. . .13. 14� . ..�15�.. ,.. , . .., . .., 1 2 3 4 5 6 7 8 9 11 12 16 17 18 19 20 Time (hours) Oil +rr Post Dev A OM OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 21 Hydrograph for Subcatchment 2S: UG-60" D.A. Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 14.00 4.51 3.11 0.31 1.25 0.07 0.00 0.00 14.25 4.56 3.15 0.28 1.50 0.09 0.00 0.00 14.50 4.61 3.20 0.27 1.75 0.10 0.00 0.00 14.75 4.65 3.24 0.26 2.00 0.12 0.00 0.00 15.00 4.69 3.28 0.24 2.25 0.14 0.00 0.00 15.25 4.73 3.32 0.23 +. 2.50 0.15 0.00 0.00 15.50 4.77 3.35 0.22 2.75 0.17 0.00 0.00 15.75 4.81 3.39 0.20 3.00 0.19 0.00 0.00 16.00 4.84 3.42 0.19 3.25 0.21 0.00 0.00 16.25 4.87 3.45 0.18 3.50 0.23 0.00 0.00 16.50 4.90 3.47 0.18 3.75 0.24 0.00 0.00 16.75 4.93 3.50 0.17 4.00 0.26 0.00 0.00 17.00 4.96 3.53 0.17 4.25 0.28 0.00 0.00 17.25 4.99 3.56 0.16 4.50 0.30 0.00 0.00 17.50 5.01 3.58 0.16 4.75 0.32 0.00 0.00 17.75 5.04 3.61 0.15 5.00 0.35 0.00 0.01 18.00 5.07 3.63 0.15 5.25 0.37 0.00 0.01 18.25 5.09 3.65 0.14 5.50 0.39 0.01 0.02 18.50 5.11 3.67 0.14 5.75 0.42 0.01 0.02 18.75 5.14 3.70 0.13 6.00 0.44 0.01 0.02 19.00 5.16 3.72 0.13 6.25 0.47 0.02 0.03 19.25 5.18 3.74 0.12 6.50 0.49 0.02 0.03 19.50 5.20 3.75 0.12 6.75 0.52 0.03 0.04 19.75 5.22 3.77 0.11 7.00 0.54 0.03 0.04 20.00 5.24 3.79 0.11 7.25 0.57 0.04 0.05 7.50 0.60 0.05 0.05 7.75 0.63 0.06 0.06 r, 8.00 0.66 0.07 0.06 8.25 0.69 0.08 0.07 8.50 0.73 0.10 0.09 8.75 0.77 0.11 0.10 w. 9.00 0.81 0.13 0.12 9.25 0.85 0.15 0.13 9.50 0.90 0.17 0.13 9.75 0.94 0.19 0.15 ` 10.00 1.00 0.22 0.17 10.25 1.05 0.25 0.21 10.50 1.12 0.29 0.25 10.75 1.20 0.34 0.30 11.00 1.29 0.40 0.37 11.25 1.41 0.47 0.50 11.50 1.56 0.57 0.67 +• 11.75 2.13 1.01 3.46 12.00 3.65 2.31 9.02 12.25 3.88 2.53 1.26 12.50 4.04 2.68 0.82 12.75 4.15 2.78 0.61 13.00 4.25 2.86 0.51 13.25 4.33 2.94 0.44 13.50 4.39 3.00 0.39 13.75 4.46 3.06 0.35 0.0 Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 3S: Permeable Pavers Area Runoff = 8.06 cfs @ 11.95 hrs, Volume= 15,605 cf, Depth> 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Alb. Rainfall=5.50" Area (ac) CN Description * 0.770 98 Permeable Pavers . 0.250 61 >75% Grass cover, Good, HSG B 0.250 58 Woods/grass comb., Good, HSG B 1.270 83 Weighted Average 0.500 Pervious Area 0.770 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Permeable Pavers Area / Hydrograph 9J ■Runoff 8: Type II 24-hr 10yr Alb. Rainfall=5.50" Runoff Area=1.270 ac 6- 2 Runoff Volume=15,605 cf 5= Runoff Depth>3.38" E 4- Tc=5.0 min CN=83 1- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Ism Time (hours) rr r rr Post Dev A - OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 23 Hydrograph for Subcatchment 3S: Permeable Pavers Area Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 14.00 4.51 2.73 0.24 1.25 0.07 0.00 0.00 14.25 4.56 2.78 0.22 1.50 0.09 0.00 0.00 14.50 4.61 2.82 0.21 1.75 0.10 0.00 0.00 14.75 4.65 2.86 0.20 2.00 0.12 0.00 0.00 15.00 4.69 2.90 0.19 2.25 0.14 0.00 0.00 15.25 4.73 2.93 0.18 - 2.50 0.15 0.00 0.00 15.50 4.77 2.97 0.17 2.75 0.17 0.00 0.00 15.75 4.81 3.00 0.16 3.00 0.19 0.00 0.00 16.00 4.84 3.03 0.15 3.25 0.21 0.00 0.00 16.25 4.87 3.06 0.14 3.50 0.23 0.00 0.00 16.50 4.90 3.09 0.14 3.75 0.24 0.00 0.00 16.75 4.93 3.11 0.14 4.00 0.26 0.00 0.00 17.00 4.96 3.14 0.13 4.25 0.28 0.00 0.00 17.25 4.99 3.16 0.13 4.50 0.30 0.00 0.00 17.50 5.01 3.19 0.12 4.75 0.32 0.00 0.00 17.75 5.04 3.21 0.12 5.00 0.35 0.00 0.00 18.00 5.07 3.23 0.12 irr 5.25 0.37 0.00 0.00 18.25 5.09 3.26 0.11 5.50 0.39 0.00 0.00 18.50 5.11 3.28 0.11 5.75 0.42 0.00 0.00 18.75 5.14 3.30 0.10 6.00 0.44 0.00 0.00 19.00 5.16 3.32 0.10 6.25 0.47 0.00 0.01 19.25 5.18 3.34 0.10 6.50 0.49 0.00 0.01 19.50 5.20 3.35 0.09 6.75 0.52 0.01 0.01 19.75 5.22 3.37 0.09 7.00 0.54 0.01 0.02 20.00 5.24 3.39 0.08 r. 7.25 0.57 0.01 0.02 7.50 0.60 0.02 0.02 7.75 0.63 0.02 0.03 ,,. 8.00 0.66 0.03 0.03 8.25 0.69 0.03 0.04 8.50 0.73 0.04 0.04 8.75 0.77 0.05 0.05 +i• 9.00 0.81 0.07 0.06 9.25 0.85 0.08 0.07 9.50 0.90 0.09 0.08 9.75 0.94 0.11 0.09 10.00 1.00 0.13 0.11 10.25 1.05 0.15 0.13 10.50 1.12 0.18 0.16 10.75 1.20 0.22 0.20 11.00 1.29 0.27 0.24 11.25 1.41 0.33 0.33 11.50 1.56 0.41 0.46 r.. 11.75 2.13 0.78 2.47 12.00 3.65 1.98 6.90 12.25 3.88 2.19 0.98 12.50 4.04 2.32 0.64 "1 12.75 4.15 2.42 0.48 13.00 4.25 2.50 0.40 13.25 4.33 2.57 0.35 13.50 4.39 2.63 0.31 13.75 4.46 2.69 0.27 Post Dev A .. OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 6S: Dev. Area A w/o SWM Runoff = 2.39 cfs @ 11.96 hrs, Volume= 4,385 cf, Depth> 1.89" ims Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Alb. Rainfall=5.50" Area (ac) CN Description 0.320 61 >75% Grass cover, Good, HSG B •r 0.220 58 Woods/grass comb., Good, HSG B * 0.100 98 Impervious 0.640 66 Weighted Average 0.540 Pervious Area 0.100 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Dev. Area A w/o SWM Hydrograph r - III Runoff Type II 24-hr 10yr Alb. Rainfall=5.50" 2- Runoff Area=0.640 ac _ Runoff Volume=4,385 cf - Runoff Depth>1.89" - Tc=5.0 min 1- CN=66 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) rr it irr Post Dev A �.. OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 25 Hydrograph for Subcatchment 6S: Dev. Area A w/o SWM Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 14.00 4.51 1.40 0.09 1.25 0.07 0.00 0.00 14.25 4.56 1.43 0.08 1.50 0.09 0.00 0.00 14.50 4.61 1.47 0.08 1.75 0.10 0.00 0.00 14.75 4.65 1.49 0.07 2.00 0.12 0.00 0.00 15.00 4.69 1.52 0.07 2.25 0.14 0.00 0.00 15.25 4.73 1.55 0.07 �. 2.50 0.15 0.00 0.00 15.50 4.77 1.57 0.06 2.75 0.17 0.00 0.00 15.75 4.81 1.60 0.06 3.00 0.19 0.00 0.00 16.00 4.84 1.62 0.06 3.25 0.21 0.00 0.00 16.25 4.87 1.64 0.05 3.50 0.23 0.00 0.00 16.50 4.90 1.66 0.05 3.75 0.24 0.00 0.00 16.75 4.93 1.68 0.05 4.00 0.26 0.00 0.00 17.00 4.96 1.70 0.05 4.25 0.28 0.00 0.00 17.25 4.99 1.72 0.05 4.50 0.30 0.00 0.00 17.50 5.01 1.74 0.05 4.75 0.32 0.00 0.00 17.75 5.04 1.76 0.05 5.00 0.35 0.00 0.00 18.00 5.07 1.77 0.04 r. 5.25 0.37 0.00 0.00 18.25 5.09 1.79 0.04 5.50 0.39 0.00 0.00 18.50 5.11 1.81 0.04 5.75 0.42 0.00 0.00 18.75 5.14 1.82 0.04 6.00 0.44 0.00 0.00 19.00 5.16 1.84 0.04 6.25 0.47 0.00 0.00 19.25 5.18 1.85 0.04 6.50 0.49 0.00 0.00 19.50 5.20 1.86 0.04 6.75 0.52 0.00 0.00 19.75 5.22 1.88 0.03 7.00 0.54 0.00 0.00 20.00 5.24 1.89 0.03 ags 7.25 0.57 0.00 0.00 7.50 0.60 0.00 0.00 7.75 0.63 0.00 0.00 ,. 8.00 0.66 0.00 0.00 8.25 0.69 0.00 0.00 8.50 0.73 0.00 0.00 8.75 0.77 0.00 0.00 .■ 9.00 0.81 0.00 0.00 9.25 0.85 0.00 0.00 9.50 0.90 0.00 0.00 9.75 0.94 0.00 0.00 10.00 1.00 0.00 0.00 10.25 1.05 0.00 0.00 10.50 1.12 0.00 0.00 10.75 1.20 0.01 0.01 11.00 1.29 0.01 0.02 11.25 1.41 0.03 0.04 11.50 1.56 0.05 0.06 - 11.75 2.13 0.19 0.50 12.00 3.65 0.88 2.15 12.25 3.88 1.02 0.33 12.50 4.04 1.11 0.22 12.75 4.15 1.18 0.17 13.00 4.25 1.24 0.14 13.25 4.33 1.29 0.12 13.50 4.39 1.33 0.11 13.75 4.46 1.37 0.10 s. Post Dev A Wit OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Paae 26 Summary for Pond 4P: 12" of#3 Stone under Permeable Pavement Inflow Area = 55,321 sf, 60.63% Impervious, Inflow Depth > 3.38" for 10yr Alb. event Inflow = 8.06 cfs @ 11.95 hrs, Volume= 15,605 cf Outflow = 0.62 cfs @ 12.52 hrs, Volume= 12,090 cf, Atten= 92%, Lag= 33.9 min Primary = 0.62 cfs @ 12.52 hrs, Volume= 12,090 cf tea Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 559.67' @ 12.52 hrs Surf.Area= 0.770 ac Storage= 0.208 af Wille Plug-Flow detention time= 193.4 min calculated for 12,090 cf(77% of inflow) Center-of-Mass det. time= 135.1 min (903.6- 768.4 ) due Volume Invert Avail.Storage Storage Description #1 559.00' 0.308 af 12" of#3 under all permeables (Prismatic)_isted below (Recalc) 0.770 af Overall x 40.0% Voids #2 560.00' 0.102 af 4" of#57 under permeables (Prismatic)Listed below (Recalc) 0.254 af Overall x 40.0%Voids 0.410 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) • •, 559.00 0.770 0.000 0.000 560.00 0.770 0.770 0.770 Elevation Surf.Area Inc.Store Cum.Store are (feet) (acres) (acre-feet) (acre-feet) 560.00 0.770 0.000 0.000 560.33 0.770 0.254 0.254 w Device Routing Invert Outlet Devices #1 Primary 559.00' 6.0" Vert. 6" Perforated PVC C= 0.600 r Primary OutFlow Max=0.62 cfs @ 12.52 hrs HW=559.67' TW=545.95' (Dynamic Tailwater) L1=6" Perforated PVC (Orifice Controls 0.62 cfs @ 3.14 fps) Post Dev A OakleighMSPA-SCS-Area A Type II 24-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 27 Pond 4P: 12" of#3 Stone under Permeable Pavement Hydrograph 9-/ •Inflow 8.06 cfs E Primary $= Inflow Area=55,321 sf = Peak Elev=559.67' Storage=0.208 of 6- 5- u 3 = c 4 U- 3 2- 1- 0.62 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 4P: 12" of#3 Stone under Permeable Pavement Stage-Discharge ®Primary 560- m r v 0 is _ d w 559 �� , ,,,n .. ...... .... ...... ..... .... .. .... ......... .. .... ..... .... .. .... .... .. .... ...... 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0.55 0.6 0.65 0.7 0.75 0.8 0.85 0.9 0.95 Discharge (cfs) Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 28 Pond 4P: 12" of#3 Stone under Permeable Pavement Stage-Area-Storage •Storage 560- .17; w a 0 is 0 w 559 .............� ,..,,...,..,,,.,..,,, .,,.,,,,,,,,,,...,.,,, ,. ,, .,.. ,,.,,,.,.,...., ,,, ,. ,,,, 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 0.4 Storage(acre-feet) s 41111 1110 AM a a a a Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 29 Hydrograph for Pond 4P: 12" of#3 Stone under Permeable Pavement Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 1.00 0.00 0.000 559.00 0.00 1.50 0.00 0.000 559.00 0.00 2.00 0.00 0.000 559.00 0.00 2.50 0.00 0.000 559.00 0.00 3.00 0.00 0.000 559.00 0.00 3.50 0.00 0.000 559.00 0.00 4.00 0.00 0.000 559.00 0.00 4.50 0.00 0.000 559.00 0.00 5.00 0.00 0.000 559.00 0.00 5.50 0.00 0.000 559.00 0.00 6.00 0.00 0.000 559.00 0.00 6.50 0.01 0.000 559.00 0.00 7.00 0.02 0.001 559.00 0.00 7.50 0.02 0.002 559.01 0.00 8.00 0.03 0.003 559.01 0.00 8.50 0.04 0.004 559.01 0.00 9.00 0.06 0.006 559.02 0.00 9.50 0.08 0.009 559.03 0.00 10.00 0.11 0.013 559.04 0.01 10.50 0.16 0.018 559.06 0.01 11.00 0.24 0.025 559.08 0.02 11.50 0.46 0.038 559.12 0.05 12.00 6.90 0.167 559.54 0.51 12.50 0.64 0.208 559.67 0.62 13.00 0.40 0.203 559.66 0.60 "" 13.50 0.31 0.193 559.63 0.58 14.00 0.24 0.181 559.59 0.55 14.50 0.21 0.168 559.55 0.51 15.00 0.19 0.156 559.51 0.48 15.50 0.17 0.144 559.47 0.45 16.00 0.15 0.133 559.43 0.40 16.50 0.14 0.123 559.40 0.36 - 17.00 0.13 0.115 559.37 0.33 17.50 0.12 0.107 559.35 0.29 18.00 0.12 0.101 559.33 0.26 18.50 0.11 0.095 559.31 0.24 - 19.00 0.10 0.090 559.29 0.22 19.50 0.09 0.085 559.28 0.20 20.00 0.08 0.081 559.26 0.18 as I Post Dev A -. OakleighMSPA-SCS-Area A Type II 24-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 30 Summary for Pond 10P: 60" CMP Inflow Area = 122,404 sf, 65.84% Impervious, Inflow Depth > 3.26" for 10yr Alb. event Inflow = 11.06 cfs @ 11.95 hrs, Volume= 33,257 cf Outflow = 6.22 cfs @ 12.05 hrs, Volume= 31,008 cf, Atten= 44%, Lag= 5.6 min Primary = 5.97 cfs @ 12.05 hrs, Volume= 20,966 cf - Secondary = 0.25 cfs @ 10.65 hrs, Volume= 10,042 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 547.01' @ 12.05 hrs Surf.Area= 2,736 sf Storage= 7,407 cf Plug-Flow detention time= 49.2 min calculated for 31,008 cf(93% of inflow) Center-of-Mass det. time= 25.1 min ( 836.3 - 811.2 ) Volume Invert Avail.Storage Storage Description #1 543.20' 3,927 cf 24.00W x 114.00'L x 6.00'H #57 Gravel Backfill - 16,416 cf Overall - 6,597 cf Embedded = 9,819 cf x 40.0% Voids #2 543.20' 6,597 cf 60.0"D x 112.00'L 60" Perforated CMPx 3 Inside#1 10,525 cf Total Available Storage Device Routing Invert Outlet Devices #1 Secondary 543.20' Flow restricted by WQ Unit Head (feet) 0.00 0.10 4.00 Disch. (cfs) 0.000 0.250 0.250 #2 Primary 543.10' 15.0" x 10.0' long 15" HDPE (SD A) RCP, square edge headwall, Ke= 0.500 Outlet Invert= 543.00' S= 0.0100 '/' Cc= 0.900 n= 0.013 #3 Device 2 544.38' 0.50' W x 0.50' H Vert. 6" x 6" Orifice in Wall C= 0.600 #4 Device 2 545.75' 1.00' W x 1.00' H Vert. 12" x 12" Orifice in Wall C= 0.600 #5 Device 2 547.20' 6.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height Primary OutFlow Max=5.95 cfs @ 12.05 hrs HW=547.00' TW=0.00' (Dynamic Tailwater) L2=15" HDPE (SD A) (Passes 5.95 cfs of 10.70 cfs potential flow) 3=6" x 6" Orifice in Wall (Orifice Controls 1.85 cfs @ 7.42 fps) =12" x 12" Orifice in Wall (Orifice Controls 4.10 cfs @ 4.10 fps) =Sharp-Crested Rectangular Weir( Controls 0.00 cfs) §econdary OutFlow Max=0.25 cfs © 10.65 hrs HW=543.30' TW=0.00' (Dynamic Tailwater) 1=Flow restricted by WQ Unit(Custom Controls 0.25 cfs) Post Dev A .. OakleighMSPA-SCS-Area A Type Il 24-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Pane 31 Pond 10P: 60" CMP Hydrograph l 11.06 cfs ■Inflow Li Outflow Inflow Area=122,404 sf 0 se Secondary 12: Peak Elev=547.01' 10= Storage=7,407 cf 9- 8 6.22 cfs 7 5.97 cfs r PA o 6= 5- 31 1= 0.25 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) _ Pond 10P: 60" CMP Stage-Discharge / j Total 549 Secondary 548- Sharp-Crested Rectangular Weir ,. 547- Z 47 v - c - - '� 546- cu w " 545-, r 544- Flow restricted by WQ Unit / o 2 3 4' 5 6 7 8 9 10' 11 12 13 14 Discharge (cfs) Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 32 Pond 10P: 60" CMP Stage-Area-Storage 549- ■Storage 548- 547- ft; 48-547- - c 0 546- > _ d w - 545- 544- . 0 2,000 4,000 6,000 8,000 10,000 "" Storage(cubic-feet) Post Dev A - OakleighMSPA-SCS-Area A Type 1124-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 33 Hydrograph for Pond 10P: 60" CMP Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 1.00 0.00 0 543.20 0.00 0.00 0.00 1.50 0.00 0 543.20 0.00 0.00 0.00 2.00 0.00 0 543.20 0.00 0.00 0.00 2.50 0.00 0 543.20 0.00 0.00 0.00 3.00 0.00 0 543.20 0.00 0.00 0.00 3.50 0.00 0 543.20 0.00 0.00 0.00 - 4.00 0.00 0 543.20 0.00 0.00 0.00 4.50 0.00 0 543.20 0.00 0.00 0.00 5.00 0.01 2 543.20 0.01 0.00 0.01 5.50 0.02 6 543.21 0.01 0.00 0.01 6.00 0.02 10 543.21 0.02 0.00 0.02 6.50 0.03 14 543.21 0.03 0.00 0.03 7.00 0.04 19 543.22 0.04 0.00 0.04 7.50 0.05 24 543.22 0.05 0.00 0.05 8.00 0.06 29 543.22 0.06 0.00 0.06 8.50 0.09 39 543.23 0.08 0.00 0.08 9.00 0.12 53 543.24 0.11 0.00 0.11 -. 9.50 0.13 64 543.25 0.13 0.00 0.13 10.00 0.18 83 543.27 0.17 0.00 0.17 10.50 0.26 119 543.29 0.23 0.00 0.23 11.00 0.39 247 543.38 0.25 0.00 0.25 . 11.50 0.71 762 543.71 0.25 0.00 0.25 12.00 9.53 7,138 546.87 5.74 5.49 0.25 12.50 1.44 5,281 545.97 1.97 1.72 0.25 13.00 1.12 4,595 545.64 1.46 1.21 0.25 13.50 0.97 4,003 545.36 1.27 1.02 0.25 14.00 0.85 3,516 545.13 1.09 0.84 0.25 14.50 0.78 3,178 544.96 0.93 0.68 0.25 - 15.00 0.72 2,984 544.87 0.80 0.55 0.25 15.50 0.66 2,876 544.82 0.71 0.46 0.25 16.00 0.59 2,786 544.77 0.64 0.39 0.25 16.50 0.54 2,701 544.73 0.58 0.33 0.25 17.00 0.49 2,627 544.69 0.53 0.28 0.25 17.50 0.45 2,558 544.66 0.49 0.24 0.25 18.00 0.41 2,493 544.63 0.45 0.20 0.25 18.50 0.38 2,430 544.60 0.41 0.16 0.25 19.00 0.34 2,370 544.57 0.38 0.13 0.25 19.50 0.32 2,311 544.54 0.35 0.10 0.25 20.00 0.29 2,252 544.51 0.32 0.07 0.25 Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 34 Summary for Link 7L: Point of Analysis (Storm A) Inflow Area = 150,282 sf, 56.52% Impervious, Inflow Depth > 2.83" for 10yr Alb. event Inflow = 8.02 cfs @ 12.02 hrs, Volume= 35,393 cf Primary = 8.02 cfs @ 12.02 hrs, Volume= 35,393 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Link 7L: Point of Analysis (Storm A) Hydrograph I R n7 (-Fs III Inflow 8.02 cfs ■Primary 8_ Inflow Area=150,282 7-_ 6- y 5- u - 3 - ° 4- LL s 1 3- 2- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 35 Hydrograph for Link 7L: Point of Analysis (Storm A) Time Inflow Elevation Primary Time Inflow Elevation Primary - (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 1.00 0.00 0.00 0.00 14.00 1.18 0.00 1.18 1.25 0.00 0.00 0.00 14.25 1.08 0.00 1.08 ,, 1.50 0.00 0.00 0.00 14.50 1.01 0.00 1.01 1.75 0.00 0.00 0.00 14.75 0.94 0.00 0.94 2.00 0.00 0.00 0.00 15.00 0.87 0.00 0.87 2.25 0.00 0.00 0.00 15.25 0.82 0.00 0.82 - 2.50 0.00 0.00 0.00 15.50 0.78 0.00 0.78 2.75 0.00 0.00 0.00 15.75 0.74 0.00 0.74 3.00 0.00 0.00 0.00 16.00 0.70 0.00 0.70 3.25 0.00 0.00 0.00 16.25 0.66 0.00 0.66 - 3.50 0.00 0.00 0.00 16.50 0.63 0.00 0.63 3.75 0.00 0.00 0.00 16.75 0.61 0.00 0.61 4.00 0.00 0.00 0.00 17.00 0.58 0.00 0.58 .. 4.25 0.00 0.00 0.00 17.25 0.56 0.00 0.56 4.50 0.00 0.00 0.00 17.50 0.53 0.00 0.53 4.75 0.00 0.00 0.00 17.75 0.51 0.00 0.51 5.00 0.01 0.00 0.01 18.00 0.49 0.00 0.49 5.25 0.01 0.00 0.01 18.25 0.47 0.00 0.47 5.50 0.01 0.00 0.01 18.50 0.45 0.00 0.45 5.75 0.02 0.00 0.02 18.75 0.43 0.00 0.43 6.00 0.02 0.00 0.02 19.00 0.42 0.00 0.42 - 6.25 0.03 0.00 0.03 19.25 0.40 0.00 0.40 6.50 0.03 0.00 0.03 19.50 0.38 0.00 0.38 6.75 0.04 0.00 0.04 19.75 0.37 0.00 0.37 7.00 0.04 0.00 0.04 20.00 0.35 0.00 0.35 - 7.25 0.05 0.00 0.05 7.50 0.05 0.00 0.05 7.75 0.06 0.00 0.06 8.00 0.06 0.00 0.06 8.25 0.07 0.00 0.07 8.50 0.08 0.00 0.08 8.75 0.09 0.00 0.09 - 9.00 0.11 0.00 0.11 9.25 0.12 0.00 0.12 9.50 0.13 0.00 0.13 9.75 0.14 0.00 0.14 - 10.00 0.17 0.00 0.17 10.25 0.20 0.00 0.20 10.50 0.24 0.00 0.24 10.75 0.26 0.00 0.26 - 11.00 0.27 0.00 0.27 11.25 0.29 0.00 0.29 11.50 0.31 0.00 0.31 - 11.75 0.77 0.00 0.77 12.00 7.88 0.00 7.88 12.25 3.49 0.00 3.49 12.50 2.19 0.00 2.19 12.75 1.73 0.00 1.73 13.00 1.60 0.00 1.60 13.25 1.49 0.00 1.49 13.50 1.38 0.00 1.38 13.75 1.28 0.00 1.28 Post Dev A OakleighMSPA-SCS-Area A Type Il 24-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 36 Summary for Link 13L: SWQ Unit Inflow = 0.25 cfs @ 10.65 hrs, Volume= 10,042 cf Primary = 0.25 cfs @ 10.65 hrs, Volume= 10,042 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Link 13L: SWQ Unit -. Hydrograph 0.28 n r ■Inflow 0.26= ( 0.25 cfs ■Primary 0.24- 0.22- a 0.2- 0.18- . 0.16- i o 0.14_ o U. 0.12- 0.1. 0.08: 0.06- 0.04- 0.02 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i r. Post Dev A OakleighMSPA-SCS-Area A Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 37 Hydrograph for Link 13L: SWQ Unit Time Inflow Elevation Primary Time Inflow Elevation Primary am (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 1.00 0.00 0.00 0.00 14.00 0.25 0.00 0.25 1.25 0.00 0.00 0.00 14.25 0.25 0.00 0.25 - 1.50 0.00 0.00 0.00 14.50 0.25 0.00 0.25 1.75 0.00 0.00 0.00 14.75 0.25 0.00 0.25 2.00 0.00 0.00 0.00 15.00 0.25 0.00 0.25 2.25 0.00 0.00 0.00 15.25 0.25 0.00 0.25 - 2.50 0.00 0.00 0.00 15.50 0.25 0.00 0.25 2.75 0.00 0.00 0.00 15.75 0.25 0.00 0.25 3.00 0.00 0.00 0.00 16.00 0.25 0.00 0.25 3.25 0.00 0.00 0.00 16.25 0.25 0.00 0.25 .. 3.50 0.00 0.00 0.00 16.50 0.25 0.00 0.25 ' 3.75 0.00 0.00 0.00 16.75 0.25 0.00 0.25 4.00 0.00 0.00 0.00 17.00 0.25 0.00 0.25 ,t. 4.25 0.00 0.00 0.00 17.25 0.25 0.00 0.25 4.50 0.00 0.00 0.00 17.50 0.25 0.00 0.25 4.75 0.00 0.00 0.00 17.75 0.25 0.00 0.25 5.00 0.01 0.00 0.01 18.00 0.25 0.00 0.25 UN 5.25 0.01 0.00 0.01 18.25 0.25 0.00 0.25 5.50 0.01 0.00 0.01 18.50 0.25 0.00 0.25 5.75 0.02 0.00 0.02 18.75 0.25 0.00 0.25 6.00 0.02 0.00 0.02 19.00 0.25 0.00 0.25 ma 6.25 0.03 0.00 0.03 19.25 0.25 0.00 0.25 6.50 0.03 0.00 0.03 19.50 0.25 0.00 0.25 6.75 0.04 0.00 0.04 19.75 0.25 0.00 0.25 iii. 7.00 0.04 0.00 0.04 20.00 0.25 0.00 0.25 7.25 0.05 0.00 0.05 7.50 0.05 0.00 0.05 7.75 0.06 0.00 0.06 - 8.00 0.06 0.00 0.06 8.25 0.07 0.00 0.07 8.50 0.08 0.00 0.08 8.75 0.09 0.00 0.09 - 9.00 0.11 0.00 0.11 9.25 0.12 0.00 0.12 9.50 0.13 0.00 0.13 9.75 0.14 0.00 0.14 10.00 0.17 0.00 0.17 10.25 0.19 0.00 0.19 10.50 0.23 0.00 0.23 - 10.75 0.25 0.00 0.25 11.00 0.25 0.00 0.25 11.25 0.25 0.00 0.25 11.50 0.25 0.00 0.25 ''a 11.75 0.25 0.00 0.25 12.00 0.25 0.00 0.25 12.25 0.25 0.00 0.25 12.50 0.25 0.00 0.25 `I 12.75 0.25 0.00 0.25 13.00 0.25 0.00 0.25 13.25 0.25 0.00 0.25 le 13.50 0.25 0.00 0.25 13.75 0.25 0.00 0.25 mi 1110 Oakleigh 02/27/17 NMI 011 SIM MIMI SIN Post-Development Area B rr r IOW 1111 •r D ea of Permeable Point of An ysi� (Storm Dev. w/ No SWM Pavers \\ 4P \ \ 1 ' of#3 Stone under ermeable Pavement 8P 9P Q . e R: + R-tank Storage Bio-Retention Basin •• Bio-Filter D.A.(minus Pavers) all sar Reach "on. Drainage Diagram for OakleighMSPA-SCS-Area B ALt Prepared by Terra Concepts, PC, Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC ir. Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 2 I.r Summary for Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Runoff = 10.00 cfs @ 11.96 hrs, Volume= 21,508 cf, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr Alb. Rainfall=3.60" air Area (ac) CN Description 1.820 98 Paved parking & roofs .. 0.200 61 >75% Grass cover, Good, HSG B 2.020 94 Weighted Average 0.200 Pervious Area 1.820 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Hydrograph 11- ■Runoff 10 Type II 24-hr 2yr Alb. 9- Rainfall=3.60" iNVID 8- Runoff Area=2.020 ac 7= Runoff Volume=21,508 cf • 6- Runoff Depth=2.93" • 5- Tc=5.0 min u... 4- CN=94 3- r 2- 0 .. ............... .........i....,....,....,. ..i....i.. .,....,... 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ism r Post Dev B �.. OakleighMSPA-SCS-Area B ALt Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Pace 3 Hydrograph for Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 27.00 3.60 2.93 0.00 1.50 0.06 0.00 0.00 27.50 3.60 2.93 0.00 2.00 0.08 0.00 0.00 28.00 3.60 2.93 0.00 2.50 0.10 0.00 0.00 28.50 3.60 2.93 0.00 3.00 0.12 0.00 0.00 29.00 3.60 2.93 0.00 3.50 0.15 0.00 0.00 29.50 3.60 2.93 0.00 i 4.00 0.17 0.00 0.01 30.00 3.60 2.93 0.00 4.50 0.20 0.01 0.02 30.50 3.60 2.93 0.00 5.00 0.23 0.01 0.03 31.00 3.60 2.93 0.00 5.50 0.26 0.02 0.04 31.50 3.60 2.93 0.00 6.00 0.29 0.03 0.05 32.00 3.60 2.93 0.00 6.50 0.32 0.05 0.06 32.50 3.60 2.93 0.00 7.00 0.36 0.06 0.07 33.00 3.60 2.93 0.00 ket 7.50 0.39 0.08 0.08 33.50 3.60 2.93 0.00 8.00 0.43 0.10 0.09 34.00 3.60 2.93 0.00 8.50 0.48 0.12 0.11 34.50 3.60 2.93 0.00 9.00 0.53 0.16 0.14 35.00 3.60 2.93 0.00 .. 9.50 0.59 0.19 0.15 35.50 3.60 2.93 0.00 10.00 0.65 0.24 0.20 36.00 3.60 2.93 0.00 10.50 0.73 0.30 0.27 11.00 0.85 0.38 0.39 11.50 1.02 0.52 0.68 12.00 2.39 1.76 8.33 12.50 2.65 2.01 0.74 13.00 2.78 2.14 0.46 13.50 2.88 2.23 0.35 14.00 2.95 2.30 0.27 14.50 3.02 2.37 0.24 r., 15.00 3.07 2.42 0.22 15.50 3.12 2.47 0.19 16.00 3.17 2.51 0.17 16.50 3.21 2.55 0.16 Nil 17.00 3.25 2.59 0.15 17.50 3.28 2.62 0.14 18.00 3.32 2.66 0.13 18.50 3.35 2.69 0.12 " 19.00 3.38 2.71 0.11 19.50 3.40 2.74 0.10 20.00 3.43 2.76 0.09 ,., 20.50 3.45 2.79 0.09 21.00 3.47 2.81 0.09 21.50 3.50 2.83 0.09 22.00 3.52 2.85 0.09 +r 22.50 3.54 2.87 0.08 23.00 3.56 2.89 0.08 23.50 3.58 2.91 0.08 24.00 3.60 2.93 0.08 ION 24.50 3.60 2.93 0.00 25.00 3.60 2.93 0.00 25.50 3.60 2.93 0.00 26.00 3.60 2.93 0.00 26.50 3.60 2.93 0.00 +rr Post Dev B •• OakleighMSPA-SCS-Area B ALt Type 1124-hr 2yr A/b. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Area of Permeable Pavers Runoff = 0.25 cfs @ 12.02 hrs, Volume= 1,923 cf, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr Alb. Rainfall=3.60" Area (ac) CN Description * 1.490 40 Permeable Pavers a 1.000 61 >75% Grass cover, Good, HSG B 0.250 58 Woods/grass comb., Good, HSG B 2.740 49 Weighted Average rr. 2.740 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Area of Permeable Pavers r Hydrograph 0.26- •Runoff S 0.24= Type II 24-hr 2yr Alb. 0.22 Rainfall=3.60" 027 Runoff Area=2.740 ac 016 Runoff Volume=1,923 cf 0.14= Runoff Depth=0.19" o LL 0.12= Tc=5.0 m i n 0.17 CN=49 0.08- 0.06- 0.04- 0.02 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 40 ■r OW 00 Post Dev B ••r OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 5 Hydrograph for Subcatchment 3S: Area of Permeable Pavers Time Precip. Excess Runoff Time Precip. Excess Runoff tam (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 27.00 3.60 0.19 0.00 1.50 0.06 0.00 0.00 27.50 3.60 0.19 0.00 ii• 2.00 0.08 0.00 0.00 28.00 3.60 0.19 0.00 2.50 0.10 0.00 0.00 28.50 3.60 0.19 0.00 3.00 0.12 0.00 0.00 29.00 3.60 0.19 0.00 3.50 0.15 0.00 0.00 29.50 3.60 0.19 0.00 4.00 0.17 0.00 0.00 30.00 3.60 0.19 0.00 4.50 0.20 0.00 0.00 30.50 3.60 0.19 0.00 5.00 0.23 0.00 0.00 31.00 3.60 0.19 0.00 5.50 0.26 0.00 0.00 31.50 3.60 0.19 0.00 6.00 0.29 0.00 0.00 32.00 3.60 0.19 0.00 6.50 0.32 0.00 0.00 32.50 3.60 0.19 0.00 7.00 0.36 0.00 0.00 33.00 3.60 0.19 0.00 7.50 0.39 0.00 0.00 33.50 3.60 0.19 0.00 8.00 0.43 0.00 0.00 34.00 3.60 0.19 0.00 8.50 0.48 0.00 0.00 34.50 3.60 0.19 0.00 9.00 0.53 0.00 0.00 35.00 3.60 0.19 0.00 +� 9.50 0.59 0.00 0.00 35.50 3.60 0.19 0.00 10.00 0.65 0.00 0.00 36.00 3.60 0.19 0.00 10.50 0.73 0.00 0.00 11.00 0.85 0.00 0.00 11.50 1.02 0.00 0.00 12.00 2.39 0.01 0.21 12.50 2.65 0.03 0.10 13.00 2.78 0.04 0.08 13.50 2.88 0.06 0.07 14.00 2.95 0.07 0.06 14.50 3.02 0.08 0.05 �• 15.00 3.07 0.09 0.05 15.50 3.12 0.09 0.05 16.00 3.17 0.10 0.04 16.50 3.21 0.11 0.04 '" 17.00 3.25 0.12 0.04 17.50 3.28 0.12 0.04 18.00 3.32 0.13 0.04 .r. 18.50 3.35 0.14 0.03 19.00 3.38 0.14 0.03 19.50 3.40 0.15 0.03 20.00 3.43 0.15 0.03 .. 20.50 3.45 0.16 0.03 21.00 3.47 0.16 0.03 21.50 3.50 0.17 0.03 22.00 3.52 0.17 0.03 22.50 3.54 0.18 0.03 23.00 3.56 0.18 0.03 23.50 3.58 0.19 0.03 24.00 3.60 0.19 0.03 i` 24.50 3.60 0.19 0.00 25.00 3.60 0.19 0.00 25.50 3.60 0.19 0.00 au 26.00 3.60 0.19 0.00 26.50 3.60 0.19 0.00 Post Dev B - OakleighMSPA-SCS-Area B ALt Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 6 ear Summary for Subcatchment 6S: Dev. w/ No SWM Runoff = 0.66 cfs @ 11.98 hrs, Volume= 1,459 cf, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs r. Type II 24-hr 2yr Alb. Rainfall=3.60" Area (ac) CN Description 0.650 61 >75% Grass cover, Good, HSG B 0.650 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Dev. w/ No SWM Hydrograph r 0.77 ■Runoff 0.65= Type II 24-hr 2yr Alb. Rainfall=3.60" 0.55- 0.5 Runoff Area=0.650 ac so 0.45- Runoff Volume=1,459 cf 04= Runoff Depth=0.62" c 0.35_ LL am Tc=5.0 m i n 0.3- 0.25j CN=61 0.2- 0.151 0.1- 3 r�r 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) r.. ail es ear Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 7 Hydrograph for Subcatchment 6S: Dev. w/ No SWM Time Precip. Excess Runoff Time Precip. Excess Runoff ` (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.04 0.00 0.00 27.00 3.60 0.62 0.00 1.50 0.06 0.00 0.00 27.50 3.60 0.62 0.00 ,., 2.00 0.08 0.00 0.00 28.00 3.60 0.62 0.00 2.50 0.10 0.00 0.00 28.50 3.60 0.62 0.00 3.00 0.12 0.00 0.00 29.00 3.60 0.62 0.00 3.50 0.15 0.00 0.00 29.50 3.60 0.62 0.00 4.00 0.17 0.00 0.00 30.00 3.60 0.62 0.00 4.50 0.20 0.00 0.00 30.50 3.60 0.62 0.00 5.00 0.23 0.00 0.00 31.00 3.60 0.62 0.00 5.50 0.26 0.00 0.00 31.50 3.60 0.62 0.00 i` 6.00 0.29 0.00 0.00 32.00 3.60 0.62 0.00 6.50 0.32 0.00 0.00 32.50 3.60 0.62 0.00 7.00 0.36 0.00 0.00 33.00 3.60 0.62 0.00 ova 7.50 0.39 0.00 0.00 33.50 3.60 0.62 0.00 8.00 0.43 0.00 0.00 34.00 3.60 0.62 0.00 8.50 0.48 0.00 0.00 34.50 3.60 0.62 0.00 9.00 0.53 0.00 0.00 35.00 3.60 0.62 0.00 9.50 0.59 0.00 0.00 35.50 3.60 0.62 0.00 10.00 0.65 0.00 0.00 36.00 3.60 0.62 0.00 10.50 0.73 0.00 0.00 11.00 0.85 0.00 0.00 - 11.50 1.02 0.00 0.00 12.00 2.39 0.16 0.62 12.50 2.65 0.24 0.08 - 13.00 2.78 0.29 0.05 13.50 2.88 0.32 0.04 14.00 2.95 0.35 0.03 14.50 3.02 0.37 0.03 �• 15.00 3.07 0.39 0.03 15.50 3.12 0.41 0.03 16.00 3.17 0.43 0.02 16.50 3.21 0.45 0.02 17.00 3.25 0.46 0.02 17.50 3.28 0.48 0.02 18.00 3.32 0.49 0.02 r 18.50 3.35 0.51 0.02 19.00 3.38 0.52 0.02 19.50 3.40 0.53 0.01 20.00 3.43 0.54 0.01 .. 20.50 3.45 0.55 0.01 21.00 3.47 0.56 0.01 21.50 3.50 0.57 0.01 22.00 3.52 0.58 0.01 22.50 3.54 0.59 0.01 23.00 3.56 0.60 0.01 23.50 3.58 0.61 0.01 24.00 3.60 0.62 0.01 r 24.50 3.60 0.62 0.00 25.00 3.60 0.62 0.00 25.50 3.60 0.62 0.00 26.00 3.60 0.62 0.00 26.50 3.60 0.62 0.00 Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 8 Summary for Pond 4P: 12" of#3 Stone under Permeable Pavement Inflow Area = 119,354 sf, 0.00% Impervious, Inflow Depth = 0.19" for 2yr Alb. event Inflow = 0.25 cfs @ 12.02 hrs, Volume= 1,923 cf Outflow = 0.01 cfs @ 24.09 hrs, Volume= 417 cf, Atten= 97%, Lag= 724.1 min Primary = 0.01 cfs @ 24.09 hrs, Volume= 417 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 576.07' @ 24.09 hrs Surf.Area= 64,904 sf Storage= 1,766 cf isi Plug-Flow detention time= 825.3 min calculated for 417 cf(22% of inflow) Center-of-Mass det. time= 581.5 min ( 1,569.4- 987.9 ) awe Volume Invert Avail.Storage Storage Description #1 576.00' 25,962 cf 12" of#3 under all permeables (Prismaticl_isted below (Recalc) 64,904 cf Overall x 40.0%Voids #2 577.00' 8,567 cf 4" OF#57 STONE (Prismatic)Listed below (Recalc) 21,418 cf Overall x 40.0%Voids 34,529 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) t,. 576.00 64,904 0 0 577.00 64,904 64,904 64,904 Elevation Surf.Area Inc.Store Cum.Store ` (feet) (sq-ft) (cubic-feet) (cubic-feet) 577.00 64,904 0 0 577.33 64,904 21,418 21,418 Device Routing Invert Outlet Devices #1 Primary 576.00' 6.0" Vert. 6" Perforated PVC X 0.50 C= 0.600 Primary OutFlow Max=0.01 cfs @ 24.09 hrs HW=576.07' TW=569.74' (Dynamic Tailwater) 7-1=6" Perforated PVC (Orifice Controls 0.01 cfs @ 0.44 fps) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 2yrAlb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 9 Pond 4P: 12" of #3 Stone under Permeable Pavement Hydrograph µ / •Inflow 0.25 cfs ®Primary 0.26: Inflow Area=119,354 sf ..� 0.24- 022- Peak Elev=576.07' Storage=1 ,766 cf 0.18— To- 0.16- 0 0.14 0 LL, 0.12- 0.1- i 0.08 0.06 0.04- 0.02- 0.01 cfs 0- r^i^ ................................. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond 4P: 12" of#3 Stone under Permeable Pavement Stage-Discharge ■Primary` _ •••••••••••••••••• 7 577- /5 c 0 co a -- w . , 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 Discharge (cfs) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 2yrAlb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 10 Pond 4P: 12" of#3 Stone under Permeable Pavement Stage-Area-Storage •Storage II 577 m c 0 m a w 576 0 5,000 10,000 15,000 20,000 25,000 30,000 Storage(cubic-feet) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 11 Hydrograph for Pond 4P: 12" of#3 Stone under Permeable Pavement Time Inflow Storage Elevation Primary - (hours) (cfs) (cubic-feet) (feet) (cfs) 1.00 0.00 0 576.00 0.00 2.00 0.00 0 576.00 0.00 - 3.00 0.00 0 576.00 0.00 4.00 0.00 0 576.00 0.00 5.00 0.00 0 576.00 0.00 6.00 0.00 0 576.00 0.00 - 7.00 0.00 0 576.00 0.00 8.00 0.00 0 576.00 0.00 9.00 0.00 0 576.00 0.00 10.00 0.00 0 576.00 0.00 ® 11.00 0.00 0 576.00 0.00 12.00 0.21 20 576.00 0.00 13.00 0.08 414 576.02 0.00 14.00 0.06 649 576.03 0.00 15.00 0.05 835 576.03 0.00 16.00 0.04 995 576.04 0.00 17.00 0.04 1,131 576.04 0.00 - 18.00 0.04 1,255 576.05 0.00 19.00 0.03 1,364 576.05 0.00 20.00 0.03 1,457 576.06 0.00 21.00 0.03 1,539 576.06 0.01 - 22.00 0.03 1,617 576.06 0.01 23.00 0.03 1,691 576.07 0.01 24.00 0.03 1,762 576.07 0.01 25.00 0.00 1,744 576.07 0.01 - 26.00 0.00 1,719 576.07 0.01 27.00 0.00 1,695 576.07 0.01 28.00 0.00 1,672 576.06 0.01 .. 29.00 0.00 1,649 576.06 0.01 30.00 0.00 1,627 576.06 0.01 31.00 0.00 1,606 576.06 0.01 32.00 0.00 1,585 576.06 0.01 33.00 0.00 1,564 576.06 0.01 34.00 0.00 1,544 576.06 0.01 35.00 0.00 1,525 576.06 0.01 36.00 0.00 1,506 576.06 0.01 a Post Dev B OakleighMSPA-SCS-Area B ALt Type 11 24-hr 2yrAlb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 12 Summary for Pond 8P: + R-tank Storage Inflow Area = 207,346 sf, 38.24% Impervious, Inflow Depth > 1.16" for 2yr Alb. event Inflow = 9.55 cfs @ 11.98 hrs, Volume= 20,049 cf Outflow = 1.46 cfs @ 12.21 hrs, Volume= 19,723 cf, Atten= 85%, Lag= 13.9 min Primary = 1.46 cfs @ 12.21 hrs, Volume= 19,723 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/ 3 Peak Elev= 562.71' @ 12.21 hrs Surf.Area= 2,385 sf Storage= 5,604 cf Plug-Flow detention time= 56.1 min calculated for 19,723 cf(98% of inflow) Center-of-Mass det. time= 38.1 min ( 1,069.1 - 1,031.1 ) Volume Invert Avail.Storage Storage Description #1 560.08' 830 cf #57 Stone around R-tank (Irregular)Listed below (Recalc) 11,734 cf Overall - 9,658 cf Embedded = 2,076 cf x 40.0% Voids #2 560.08' 9,658 cf R-Tank Triple + Mini (Irregular)Listed below (Recalc) Inside#1 10,488 cf Total Available Storage .- Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 560.08 2,385 219.0 0 0 2,385 565.00 2,385 219.0 11,734 11,734 3,462 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 560.08 1,963 204.0 0 0 1,963 565.00 1,963 204.0 9,658 9,658 2,967 Device Routing Invert Outlet Devices #1 Primary 560.00' 30.0" x 40.3' long 30" HDPE CPP, square edge headwall, Ke= 0.500 Outlet Invert= 559.10' S= 0.0223 '/' Cc= 0.900 n= 0.012 #2 Device 1 560.08' 6.0" Vert. 6" HDPE/PVC Outlet C= 0.600 #3 Device 1 562.75' 12.0" Vert. 12" HDPE/PVC Outlet C= 0.600 Primary OutFlow Max=1.46 cfs @ 12.21 hrs HW=562.71' TW=0.00' (Dynamic Tailwater) Z1=30" HDPE (Passes 1.46 cfs of 28.55 cfs potential flow) 12=6" HDPE/PVC Outlet (Orifice Controls 1.46 cfs @ 7.43 fps) 3=12" HDPE/PVC Outlet ( Controls 0.00 cfs) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 13 Pond 8P: + R-tank Storage Hydrograph / ■Inflow 9.55 cfs I ■Primary '°- Inflow Area=207,346 sf Peak Elev=562.71 ' 8- Storage=5,604 cf 6- U 0 LL 4- 3- 2-_ 11.46 cfs 1:1,4111111111.1111111111111111r: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ler Time (hours) Pond 8P: + R-tank Storage Stage-Discharge 565 ■Primary 564- d 563- 5 TTiO > _ N w 562- 561- 0 1 23 4 5 6 7 Discharge (cfs) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 14 Pond 8P: + R-tank Storage Stage-Area-Storage 565-/ ■Storage II 564- m 563- 5 w c _ 0 .r. 0 _ is > _ m w 562- 561 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 Storage(cubic-feet) i f. AM MIN ME MN Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 15 Hydrograph for Pond 8P: + R-tank Storage Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 1.00 0.00 0 560.08 0.00 2.00 0.00 0 560.08 0.00 - 3.00 0.00 0 560.08 0.00 4.00 0.00 0 560.08 0.00 5.00 0.00 0 560.08 0.00 6.00 0.00 0 560.08 0.00 - 7.00 0.00 0 560.08 0.00 8.00 0.00 0 560.08 0.00 9.00 0.00 0 560.08 0.00 10.00 0.00 0 560.08 0.00 11.00 0.07 189 560.17 0.02 12.00 9.17 3,571 561.76 1.13 13.00 0.48 3,949 561.93 1.20 14.00 0.29 1,805 560.93 0.73 15.00 0.22 821 560.47 0.34 16.00 0.18 604 560.36 0.21 17.00 0.15 530 560.33 0.17 18.00 0.14 494 560.31 0.15 19.00 0.14 477 560.30 0.14 20.00 0.13 473 560.30 0.14 21.00 0.13 471 560.30 0.13 22.00 0.13 470 560.30 0.13 23.00 0.13 468 560.30 0.13 24.00 0.13 466 560.30 0.13 25.00 0.13 462 560.30 0.13 26.00 0.12 456 560.29 0.13 27.00 0.12 451 560.29 0.12 28.00 0.12 445 560.29 0.12 29.00 0.07 369 560.25 0.09 30.00 0.07 336 560.24 0.07 31.00 0.07 328 560.23 0.07 32.00 0.07 326 560.23 0.07 -- 33.00 0.07 326 560.23 0.07 34.00 0.07 326 560.23 0.07 35.00 0.07 326 560.23 0.07 36.00 0.07 326 560.23 0.07 Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 16 Summary for Pond 9P: Bio-Retention Basin Inflow Area = 207,346 sf, 38.24% Impervious, Inflow Depth > 1.27" for 2yr Alb. event Inflow = 10.00 cfs @ 11.96 hrs, Volume= 21,925 cf Outflow = 9.55 cfs @ 11.98 hrs, Volume= 20,049 cf, Atten= 5%, Lag= 1.3 min Primary = 9.55 cfs @ 11.98 hrs, Volume= 20,049 cf - Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/ 3 Peak Elev= 570.37' @ 11.98 hrs Surf.Area= 9,080 sf Storage= 7,271 cf Plug-Flow detention time= 290.3 min calculated for 20,049 cf(91% of inflow) Center-of-Mass det. time= 237.0 min ( 1,031.1 - 794.1 ) Volume Invert Avail.Storage Storage Description #1 565.00' 1,753 cf Gravel Reservoir- Bio-filter (Irregular)Listed below (Recalc) #2 566.50' 1,826 cf Bio-Media Mix (Irregular)Listed below (Recalc) #3 569.00' 10,169 cf Surface Storage (Irregular)Listed below (Recalc) 13,748 cf Total Available Storage Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 565.00 2,922 250.0 40.0 0 0 2,922 566.50 2,922 250.0 40.0 1,753 1,753 3,297 Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area w (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 566.50 2,922 250.0 25.0 0 0 2,922 569.00 2,922 250.0 25.0 1,826 1,826 3,547 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 569.00 2,176 220.0 0 0 2,176 570.00 2,922 250.0 2,540 2,540 3,322 572.00 4,783 323.0 7,629 10,169 6,700 Device Routing Invert Outlet Devices #1 Secondary 560.00' 30.0" x 40.3' long 30" HDPE CPP, square edge headwall, Ke= 0.500 Outlet Invert= 559.10' S= 0.0223 '/' Cc= 0.900 n= 0.012 #2 Primary 570.00' 48.0" Horiz. 48" Riser to R-tank Limited to weir flow C= 0.600 #3 Primary 565.00' 1.000 in/hr Exfiltration through media to R-tank over Surface area above it Excluded Surface area = 2,922 sf #4 Device 1 570.55' 72.0" Horiz. 72" EMERGENCY OVERFLOW Limited to weir flow C= 0.600 Post Dev B OakleighMSPA-SCS-Area B ALt Type II 24-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 17 Primary OutFlow Max=9.54 cfs @ 11.98 hrs HW=570.37' TW=561.45' (Dynamic Tailwater) 12=48" Riser to R-tank (Weir Controls 9.40 cfs @ 2.00 fps) 3=Exfiltration through media to R-tank(Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=565.00' TW=0.00' (Dynamic Tailwater) t-1=30" HDPE (Passes 0.00 cfs of 45.77 cfs potential flow) 4--4=72" EMERGENCY OVERFLOW( Controls 0.00 cfs) Pond 9P: Bio-Retention Basin Hydrograph 10.00 cfs ■Inflow ❑Outflow 11 Q �5 rf Inflow Area=207,346 sf ®$e ondary 9.55 cfs Peak EIev=570.37' 10= 9 Storage=7,271 cf _ 5_ 4_ 3- f� 0.0-0 cfs o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 18 Pond 9P: Bio-Retention Basin Stage-Discharge ,..._.___ L7 Total 572 r —�. ,, ■Primary Secondary a 571- - 72"EMERGENCY OVERFLOW 570 d 569 d 568 f w a 567 0 566 0 20 40 60 80 100 120 140 160 a Discharge (cfs) Pond 9P: Bio-Retention Basin a Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 Surface a - - ■Storage 572 571- 570- 42 569- c - o _ > 568- w - a ::: : • 0 2,000 4,000 6,000 8,000 10,000 12,000 Storage(cubic-feet) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 19 Hydrograph for Pond 9P: Bio-Retention Basin Time Inflow Storage Elevation Outflow Primary Secondary - (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 1.00 0.00 0 565.00 0.00 0.00 0.00 2.00 0.00 0 565.00 0.00 0.00 0.00 3.00 0.00 0 565.00 0.00 0.00 0.00 4.00 0.01 18 565.02 0.00 0.00 0.00 5.00 0.03 90 565.08 0.00 0.00 0.00 6.00 0.05 223 565.19 0.00 0.00 0.00 - 7.00 0.07 424 565.36 0.00 0.00 0.00 8.00 0.09 696 565.60 0.00 0.00 0.00 9.00 0.14 1,097 565.94 0.00 0.00 0.00 10.00 0.20 1,676 566.43 0.00 0.00 0.00 - 11.00 0.39 2,460 567.47 0.07 0.07 0.00 12.00 8.33 7,238 570.36 9.17 9.17 0.00 13.00 0.46 6,241 570.04 0.48 0.48 0.00 14.00 0.27 6,189 570.02 0.29 0.29 0.00 15.00 0.22 6,168 570.02 0.22 0.22 0.00 16.00 0.17 6,148 570.01 0.18 0.18 0.00 17.00 0.15 6,136 570.01 0.15 0.15 0.00 18.00 0.13 6,124 570.00 0.14 0.14 0.00 19.00 0.12 6,085 569.99 0.14 0.14 0.00 20.00 0.10 5,988 569.95 0.13 0.13 0.00 21.00 0.10 5,853 569.91 0.13 0.13 0.00 22.00 0.09 5,710 569.86 0.13 0.13 0.00 23.00 0.09 5,560 569.80 0.13 0.13 0.00 24.00 0.09 5,404 569.75 0.13 0.13 0.00 25.00 0.01 4,985 569.59 0.13 0.13 0.00 26.00 0.01 4,555 569.42 0.12 0.12 0.00 27.00 0.01 4,134 569.25 0.12 0.12 0.00 28.00 0.01 3,724 569.07 0.12 0.12 0.00 29.00 0.01 3,438 568.81 0.07 0.07 0.00 30.00 0.01 3,216 568.50 0.07 0.07 0.00 31.00 0.01 2,994 568.20 0.07 0.07 0.00 32.00 0.01 2,772 567.89 0.07 0.07 0.00 33.00 0.01 2,549 567.59 0.07 0.07 0.00 34.00 0.01 2,325 567.28 0.07 0.07 0.00 35.00 0.01 2,101 566.98 0.07 0.07 0.00 36.00 0.01 1,877 566.67 0.07 0.07 0.00 Post Dev B OakleighMSPA-SCS-Area B ALt Type 11 24-hr 2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 20 Summary for Link 7L: Point of Analysis (Storm G) Inflow Area = 235,660 sf, 33.64% Impervious, Inflow Depth > 1.08" for 2yr Alb. event Inflow = 1.76 cfs @ 12.01 hrs, Volume= 21,182 cf Primary = 1.76 cfs @ 12.01 hrs, Volume= 21,182 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Link 7L: Point of Analysis (Storm G) Hydrograph / 1 7F rfs ■Inflow 1.76 cfs Primary Inflow Area=235,660 sf 1- LL a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) I I Post Dev B . OakleighMSPA-SCS-Area B ALt Type 1124-hr2yr Alb. Rainfall=3.60" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 21 MO Hydrograph for Link 7L: Point of Analysis (Storm G) Time Inflow Elevation Primary Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 1.00 0.00 0.00 0.00 27.00 0.12 0.00 0.12 1.50 0.00 0.00 0.00 27.50 0.12 0.00 0.12 ,,. 2.00 0.00 0.00 0.00 28.00 0.12 0.00 0.12 2.50 0.00 0.00 0.00 28.50 0.11 0.00 0.11 3.00 0.00 0.00 0.00 29.00 0.09 0.00 0.09 3.50 0.00 0.00 0.00 29.50 0.08 0.00 0.08 .. 4.00 0.00 0.00 0.00 30.00 0.07 0.00 0.07 4.50 0.00 0.00 0.00 30.50 0.07 0.00 0.07 5.00 0.00 0.00 0.00 31.00 0.07 0.00 0.07 5.50 0.00 0.00 0.00 31.50 0.07 0.00 0.07 am 6.00 0.00 0.00 0.00 32.00 0.07 0.00 0.07 6.50 0.00 0.00 0.00 32.50 0.07 0.00 0.07 7.00 0.00 0.00 0.00 33.00 0.07 0.00 0.07 ,N. 7.50 0.00 0.00 0.00 33.50 0.07 0.00 0.07 8.00 0.00 0.00 0.00 34.00 0.07 0.00 0.07 8.50 0.00 0.00 0.00 34.50 0.07 0.00 0.07 9.00 0.00 0.00 0.00 35.00 0.07 0.00 0.07 •• 9.50 0.00 0.00 0.00 35.50 0.07 0.00 0.07 10.00 0.00 0.00 0.00 36.00 0.07 0.00 0.07 10.50 0.01 0.00 0.01 11.00 0.02 0.00 0.02 "' 11.50 0.04 0.00 0.04 12.00 1.75 0.00 1.75 12.50 1.48 0.00 1.48 13.00 1.25 0.00 1.25 13.50 1.01 0.00 1.01 14.00 0.76 0.00 0.76 14.50 0.54 0.00 0.54 +m 15.00 0.37 0.00 0.37 15.50 0.28 0.00 0.28 16.00 0.23 0.00 0.23 16.50 0.20 0.00 0.20 me 17.00 0.19 0.00 0.19 17.50 0.17 0.00 0.17 18.00 0.16 0.00 0.16 18.50 0.16 0.00 0.16 low 19.00 0.15 0.00 0.15 19.50 0.15 0.00 0.15 20.00 0.15 0.00 0.15 ,. 20.50 0.15 0.00 0.15 21.00 0.15 0.00 0.15 21.50 0.15 0.00 0.15 22.00 0.15 0.00 0.15 " 22.50 0.15 0.00 0.15 23.00 0.14 0.00 0.14 23.50 0.14 0.00 0.14 24.00 0.14 0.00 0.14 "• 24.50 0.13 0.00 0.13 25.00 0.13 0.00 0.13 25.50 0.13 0.00 0.13 m 26.00 0.13 0.00 0.13 26.50 0.13 0.00 0.13 y.. Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Runoff = 15.85 cfs @ 11.96 hrs, Volume= 35,210 cf, Depth= 4.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Alb. Rainfall=5.50" Area (ac) CN Description 1.820 98 Paved parking & roofs ,r 0.200 61 >75% Grass cover, Good, HSG B 2.020 94 Weighted Average 0.200 Pervious Area 1.820 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Hydrograph 17= ■Runoff 15= Type II 24-hr 10yr Alb. ,4= Rainfall=5.50" 1 3= Runoff Area=2.020 ac 12= 11= Runoff Volume=35,210 cf �- 10_= Runoff Depth=4.80" 3 o 8_: Tc=5.0 min 7= CN=94 6= 5= 4. r 3= ror 0 ,,...,....i.. ........................ ............................ 1 2 3 4 5 6 7 8 9 1011 121314 15161718192021 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) r ewe r for Post Dev B .. OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 23 MIN Hydrograph for Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 27.00 5.50 4.80 0.00 1.50 0.09 0.00 0.00 27.50 5.50 4.80 0.00 2.00 0.12 0.00 0.00 28.00 5.50 4.80 0.00 2.50 0.15 0.00 0.01 28.50 5.50 4.80 0.00 3.00 0.19 0.01 0.02 29.00 5.50 4.80 0.00 3.50 0.23 0.01 0.04 29.50 5.50 4.80 0.00 4.00 0.26 0.02 0.05 30.00 5.50 4.80 0.00 4.50 0.30 0.04 0.06 30.50 5.50 4.80 0.00 5.00 0.35 0.06 0.08 31.00 5.50 4.80 0.00 5.50 0.39 0.08 0.09 31.50 5.50 4.80 0.00 6.00 0.44 0.10 0.11 32.00 5.50 4.80 0.00 6.50 0.49 0.13 0.12 32.50 5.50 4.80 0.00 7.00 0.54 0.16 0.14 33.00 5.50 4.80 0.00 7.50 0.60 0.20 0.16 33.50 5.50 4.80 0.00 8.00 0.66 0.24 0.17 34.00 5.50 4.80 0.00 8.50 0.73 0.29 0.21 34.50 5.50 4.80 0.00 9.00 0.81 0.35 0.27 35.00 5.50 4.80 0.00 9.50 0.90 0.42 0.28 35.50 5.50 4.80 0.00 10.00 1.00 0.50 0.35 36.00 5.50 4.80 0.00 10.50 1.12 0.61 0.47 11.00 1.29 0.75 0.67 "' 11.50 1.56 0.99 1.13 12.00 3.65 2.98 13.13 12.50 4.04 3.37 1.15 13.00 4.25 3.57 0.72 13.50 4.39 3.71 0.54 14.00 4.51 3.83 0.42 14.50 4.61 3.92 0.38 .. 15.00 4.69 4.01 0.34 15.50 4.77 4.08 0.30 16.00 4.84 4.15 0.26 16.50 4.90 4.21 0.24 17.00 4.96 4.27 0.23 17.50 5.01 4.32 0.21 18.00 5.07 4.37 0.20 18.50 5.11 4.42 0.19 19.00 5.16 4.46 0.17 19.50 5.20 4.50 0.16 20.00 5.24 4.54 0.15 ,.. 20.50 5.27 4.58 0.14 21.00 5.31 4.61 0.14 21.50 5.34 4.64 0.14 22.00 5.37 4.68 0.13 .. 22.50 5.41 4.71 0.13 23.00 5.44 4.74 0.13 23.50 5.47 4.77 0.13 24.00 5.50 4.80 0.12 24.50 5.50 4.80 0.00 25.00 5.50 4.80 0.00 25.50 5.50 4.80 0.00 ,E, 26.00 5.50 4.80 0.00 26.50 5.50 4.80 0.00 Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 3S: Area of Permeable Pavers Runoff = 3.64 cfs @ 11.98 hrs, Volume= 8,406 cf, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Alb. Rainfall=5.50" Area (ac) CN Description * 1.490 40 Permeable Pavers •� 1.000 61 >75% Grass cover, Good, HSG B 0.250 58 Woods/grass comb., Good, HSG B 2.740 49 Weighted Average 2.740 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Area of Permeable Pavers Hydrograph 4- IN Runoff Type II 24-hr 10yr Alb. Rainfall=5.50" 3—Runoff Area=2.740 ac Runoff Volume=8,406 cf 17, Runoff Depth=0.85" 2— o Tc=5.0 m i n - CN=49 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0111 Post Dev B .. OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 25 Hydrograph for Subcatchment 3S: Area of Permeable Pavers Time Precip. Excess Runoff Time Precip. Excess Runoff " (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 27.00 5.50 0.85 0.00 1.50 0.09 0.00 0.00 27.50 5.50 0.85 0.00 2.00 0.12 0.00 0.00 28.00 5.50 0.85 0.00 2.50 0.15 0.00 0.00 28.50 5.50 0.85 0.00 3.00 0.19 0.00 0.00 29.00 5.50 0.85 0.00 3.50 0.23 0.00 0.00 29.50 5.50 0.85 0.00 Mil 4.00 0.26 0.00 0.00 30.00 5.50 0.85 0.00 4.50 0.30 0.00 0.00 30.50 5.50 0.85 0.00 5.00 0.35 0.00 0.00 31.00 5.50 0.85 0.00 5.50 0.39 0.00 0.00 31.50 5.50 0.85 0.00 6.00 0.44 0.00 0.00 32.00 5.50 0.85 0.00 6.50 0.49 0.00 0.00 32.50 5.50 0.85 0.00 7.00 0.54 0.00 0.00 33.00 5.50 0.85 0.00 7.50 0.60 0.00 0.00 33.50 5.50 0.85 0.00 8.00 0.66 0.00 0.00 34.00 5.50 0.85 0.00 8.50 0.73 0.00 0.00 34.50 5.50 0.85 0.00 9.00 0.81 0.00 0.00 35.00 5.50 0.85 0.00 • 9.50 0.90 0.00 0.00 35.50 5.50 0.85 0.00 10.00 1.00 0.00 0.00 36.00 5.50 0.85 0.00 10.50 1.12 0.00 0.00 11.00 1.29 0.00 0.00 11.50 1.56 0.00 0.00 12.00 3.65 0.20 3.47 12.50 4.04 0.31 0.46 13.00 4.25 0.37 0.31 13.50 4.39 0.42 0.25 14.00 4.51 0.46 0.20 14.50 4.61 0.49 0.18 .,. 15.00 4.69 0.52 0.17 15.50 4.77 0.55 0.15 16.00 4.84 0.58 0.13 16.50 4.90 0.60 0.13 17.00 4.96 0.62 0.12 17.50 5.01 0.64 0.12 18.00 5.07 0.66 0.11 18.50 5.11 0.68 0.10 "ar 19.00 5.16 0.70 0.10 19.50 5.20 0.72 0.09 20.00 5.24 0.73 0.08 ,,. 20.50 5.27 0.75 0.08 21.00 5.31 0.76 0.08 21.50 5.34 0.78 0.08 22.00 5.37 0.79 0.08 •. 22.50 5.41 0.80 0.08 23.00 5.44 0.82 0.08 23.50 5.47 0.83 0.07 24.00 5.50 0.85 0.07 "' 24.50 5.50 0.85 0.00 25.00 5.50 0.85 0.00 25.50 5.50 0.85 0.00 .8 26.00 5.50 0.85 0.00 26.50 5.50 0.85 0.00 Post Dev B «. OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 6S: Dev. w/ No SWM «. Runoff = 2.01 cfs @ 11.97 hrs, Volume= 3,961 cf, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Alb. Rainfall=5.50" Area (ac) CN Description 0.650 61 >75% Grass cover, Good, HSG B r. 0.650 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: Dev. w/ No SWM Hydrograph ■Runoff 2- Type II 24-hr 10y r Alb. •. nfall=5.50" Runoff AreRaia=0.650 ac Runoff Volume=3,961 cf Runoff Depth=1.68" LL 1- Tc=5.0 min CN=61 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Sea aim rev n« Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 27 Hydrograph for Subcatchment 6S: Dev. w/ No SWM Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.06 0.00 0.00 27.00 5.50 1.68 0.00 1.50 0.09 0.00 0.00 27.50 5.50 1.68 0.00 2.00 0.12 0.00 0.00 28.00 5.50 1.68 0.00 2.50 0.15 0.00 0.00 28.50 5.50 1.68 0.00 3.00 0.19 0.00 0.00 29.00 5.50 1.68 0.00 3.50 0.23 0.00 0.00 29.50 5.50 1.68 0.00 �•• 4.00 0.26 0.00 0.00 30.00 5.50 1.68 0.00 4.50 0.30 0.00 0.00 30.50 5.50 1.68 0.00 5.00 0.35 0.00 0.00 31.00 5.50 1.68 0.00 5.50 0.39 0.00 0.00 31.50 5.50 1.68 0.00 6.00 0.44 0.00 0.00 32.00 5.50 1.68 0.00 6.50 0.49 0.00 0.00 32.50 5.50 1.68 0.00 7.00 0.54 0.00 0.00 33.00 5.50 1.68 0.00 7.50 0.60 0.00 0.00 33.50 5.50 1.68 0.00 8.00 0.66 0.00 0.00 34.00 5.50 1.68 0.00 8.50 0.73 0.00 0.00 34.50 5.50 1.68 0.00 9.00 0.81 0.00 0.00 35.00 5.50 1.68 0.00 9.50 0.90 0.00 0.00 35.50 5.50 1.68 0.00 10.00 1.00 0.00 0.00 36.00 5.50 1.68 0.00 10.50 1.12 0.00 0.00 11.00 1.29 0.00 0.00 11.50 1.56 0.01 0.03 12.00 3.65 0.64 1.80 12.50 4.04 0.83 0.19 13.00 4.25 0.94 0.12 13.50 4.39 1.02 0.10 14.00 4.51 1.08 0.08 14.50 4.61 1.14 0.07 15.00 4.69 1.19 0.06 15.50 4.77 1.23 0.06 16.00 4.84 1.27 0.05 16.50 4.90 1.31 0.05 - 17.00 4.96 1.34 0.04 17.50 5.01 1.38 0.04 18.00 5.07 1.41 0.04 18.50 5.11 1.44 0.04 19.00 5.16 1.46 0.03 19.50 5.20 1.49 0.03 20.00 5.24 1.51 0.03 20.50 5.27 1.53 0.03 21.00 5.31 1.56 0.03 21.50 5.34 1.58 0.03 22.00 5.37 1.60 0.03 .. 22.50 5.41 1.62 0.03 23.00 5.44 1.64 0.03 23.50 5.47 1.66 0.03 24.00 5.50 1.68 0.03 "' 24.50 5.50 1.68 0.00 25.00 5.50 1.68 0.00 25.50 5.50 1.68 0.00 ism26.00 5.50 1.68 0.00 26.50 5.50 1.68 0.00 Post Dev B OakleighMSPA-SCS-Area B ALt Type ll 24-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 sin 002893 ©2007 HydroCAD Software Solutions LLC Page 28 Summary for Pond 4P: 12" of#3 Stone under Permeable Pavement Inflow Area = 119,354 sf, 0.00% Impervious, Inflow Depth = 0.85" for 10yr Alb. event Inflow = 3.64 cfs @ 11.98 hrs, Volume= 8,406 cf Outflow = 0.07 cfs @ 24.02 hrs, Volume= 4,545 cf, Atten= 98%, Lag= 722.5 min Primary = 0.07 cfs @ 24.02 hrs, Volume= 4,545 cf r Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 576.23' @ 24.02 hrs Surf.Area= 64,904 sf Storage= 5,922 cf Plug-Flow detention time= 669.5 min calculated for 4,544 cf(54% of inflow) Center-of-Mass det. time= 511.5 min ( 1,416.8 - 905.3 ) Volume Invert Avail.Storage Storage Description #1 576.00' 25,962 cf 12" of#3 under all permeables (Prismatic Jsted below (Recalc) 64,904 cf Overall x 40.0%Voids #2 577.00' 8,567 cf 4" OF#57 STONE (Prismatic)Listed below (Recalc) 21,418 cf Overall x 40.0%Voids 34,529 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 576.00 64,904 0 0 577.00 64,904 64,904 64,904 Elevation Surf.Area Inc.Store Cum.Store sip (feet) (sq-ft) (cubic-feet) (cubic-feet) 577.00 64,904 0 0 577.33 64,904 21,418 21,418 Device Routing Invert Outlet Devices #1 Primary 576.00' 6.0" Vert. 6" Perforated PVC X 0.50 C= 0.600 Primary OutFlow Max=0.07 cfs @ 24.02 hrs HW=576.23' TW=570.01' (Dynamic Tailwater) 1=6" Perforated PVC (Orifice Controls 0.07 cfs @ 0.81 fps) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 29 Pond 4P: 12" of #3 Stone under Permeable Pavement Hydrograph ■Inflow 4- 3.64 cfs ■Primary Inflow Area=119,354 sf Peak Elev=576.23' 3- Storage=5,922 cf N V - +r ; 2-a O LL 0.07 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond 4P: 12" of #3 Stone under Permeable Pavement Stage-Discharge Primary 577- g 77- 5 c 0 m m w — 576 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 Discharge (cfs) Post Dev B OakleighMSPA-SCS-Area B ALt Type II 24-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 30 Pond 4P: 12" of #3 Stone under Permeable Pavement Stage-Area-Storage .. / ■Storage` -,00.e"•0•••••••••••••••••••••00.00."•//•••••••••••••/00.0.e0/°°"V' 577. m ' .173 0 w 576 0 5,000 10,000 15,000 20,000 25,000 30,000 Storage(cubic-feet) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 31 Hydrograph for Pond 4P: 12" of#3 Stone under Permeable Pavement Time Inflow Storage Elevation Primary - (hours) (cfs) (cubic-feet) (feet) (cfs) 1.00 0.00 0 576.00 0.00 2.00 0.00 0 576.00 0.00 3.00 0.00 0 576.00 0.00 4.00 0.00 0 576.00 0.00 5.00 0.00 0 576.00 0.00 6.00 0.00 0 576.00 0.00 •- 7.00 0.00 0 576.00 0.00 8.00 0.00 0 576.00 0.00 9.00 0.00 0 576.00 0.00 10.00 0.00 0 576.00 0.00 11.00 0.00 0 576.00 0.00 12.00 3.47 1,291 576.05 0.00 13.00 0.31 3,555 576.14 0.03 _ 14.00 0.20 4,325 576.17 0.04 15.00 0.17 4,819 576.19 0.05 16.00 0.13 5,174 576.20 0.06 17.00 0.12 5,421 576.21 0.06 18.00 0.11 5,611 576.22 0.06 19.00 0.10 5,744 576.22 0.07 20.00 0.08 5,821 576.22 0.07 21.00 0.08 5,861 576.23 0.07 - 22.00 0.08 5,891 576.23 0.07 23.00 0.08 5,912 576.23 0.07 24.00 0.07 5,922 576.23 0.07 25.00 0.00 5,695 576.22 0.07 - 26.00 0.00 5,466 576.21 0.06 27.00 0.00 5,253 576.20 0.06 28.00 0.00 5,055 576.19 0.05 _ 29.00 0.00 4,870 576.19 0.05 30.00 0.00 4,697 576.18 0.05 31.00 0.00 4,535 576.17 0.04 32.00 0.00 4,383 576.17 0.04 - 33.00 0.00 4,241 576.16 0.04 34.00 0.00 4,107 576.16 0.04 35.00 0.00 3,980 576.15 0.03 36.00 0.00 3,861 576.15 0.03 Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 32 Summary for Pond 8P: + R-tank Storage Inflow Area = 207,346 sf, 38.24% Impervious, Inflow Depth > 2.11" for 10yr Alb. event Inflow = 15.34 cfs @ 11.97 hrs, Volume= 36,473 cf Outflow = 6.79 cfs @ 12.08 hrs, Volume= 36,144 cf, Atten= 56%, Lag= 6.1 min Primary = 6.79 cfs @ 12.08 hrs, Volume= 36,144 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 564.85' @ 12.08 hrs Surf.Area= 2,385 sf Storage= 10,163 cf Plug-Flow detention time= 45.7 min calculated for 36,144 cf(99% of inflow) Center-of-Mass det. time= 35.2 min ( 999.8 - 964.6 ) Volume Invert Avail.Storage Storage Description #1 560.08' 830 cf #57 Stone around R-tank (Irregular)Listed below (Recalc) 11,734 cf Overall - 9,658 cf Embedded = 2,076 cf x 40.0% Voids #2 560.08' 9,658 cf R-Tank Triple + Mini (Irregular)Listed below (Recalc) Inside#1 10,488 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 560.08 2,385 219.0 0 0 2,385 565.00 2,385 219.0 11,734 11,734 3,462 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 560.08 1,963 204.0 0 0 1,963 565.00 1,963 204.0 9,658 9,658 2,967 -- Device Routing Invert Outlet Devices #1 Primary 560.00' 30.0" x 40.3' long 30" HDPE CPP, square edge headwall, Ke= 0.500 Outlet Invert= 559.10' S= 0.0223 '/' Cc= 0.900 n= 0.012 #2 Device 1 560.08' 6.0" Vert. 6" HDPE/PVC Outlet C= 0.600 #3 Device 1 562.75' 12.0" Vert. 12" HDPE/PVC Outlet C= 0.600 Primary OutFlow Max=6.79 cfs @ 12.08 hrs HW=564.85' TW=0.00' (Dynamic Tailwater) L1=30" HDPE (Passes 6.79 cfs of 44.82 cfs potential flow) 4L2=6" HDPE/PVC Outlet (Orifice Controls 2.01 cfs @ 10.23 fps) 3=12" HDPE/PVC Outlet (Orifice Controls 4.78 cfs @ 6.08 fps) Post Dev B OakleighMSPA-SCS-Area B ALt Type ll 24-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 33 Pond 8P: + R-tank Storage Hydrograph El Inflow 17: 15.34 cfs El Primary 16 Inflow Area=207,346 sf _ 15= ,4 Peak EIev=564.85' 13 Storage=10,163 cf r 12= 11= H 10. 9. o 8- 6.79 cfs LL 7j '� 5= _ 2= 0- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 _ Time (hours) Pond 8P: + R-tank Storage Stage-Discharge 565-" ■Primary 564- 563- c 0 w LU 562- . 62- 561- 0 1 2 3 4 5 6 7 Discharge (cfs) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 34 Pond 8P: + R-tank Storage Stage-Area-Storage 565-/ ■Storage 564- 5 563- 4 c _ 0 co > _ m W 562- 561- 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 — Storage(cubic-feet) .r Post Dev B OakleighMSPA-SCS-Area B ALt Type ll 24-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 35 Hydrograph for Pond 8P: + R-tank Storage Time Inflow Storage Elevation Primary - (hours) (cfs) (cubic-feet) (feet) (cfs) 1.00 0.00 0 560.08 0.00 2.00 0.00 0 560.08 0.00 3.00 0.00 0 560.08 0.00 4.00 0.00 0 560.08 0.00 5.00 0.00 0 560.08 0.00 6.00 0.00 0 560.08 0.00 7.00 0.00 0 560.08 0.00 8.00 0.00 0 560.08 0.00 9.00 0.07 198 560.17 0.03 10.00 0.07 290 560.22 0.05 11.00 0.12 394 560.26 0.10 12.00 14.51 8,971 564.29 5.73 13.00 0.77 5,339 562.58 1.42 .. 14.00 0.48 3,075 561.52 1.03 15.00 0.39 1,586 560.82 0.66 16.00 0.32 953 560.53 0.42 17.00 0.29 772 560.44 0.31 - 18.00 0.27 720 560.42 0.28 19.00 0.24 680 560.40 0.25 20.00 0.22 639 560.38 0.23 21.00 0.21 612 560.37 0.21 22.00 0.20 602 560.36 0.21 23.00 0.20 593 560.36 0.20 24.00 0.19 584 560.35 0.20 25.00 0.13 492 560.31 0.15 "` 26.00 0.13 473 560.30 0.13 27.00 0.13 467 560.30 0.13 28.00 0.13 463 560.30 0.13 29.00 0.13 460 560.30 0.13 30.00 0.13 456 560.29 0.13 31.00 0.12 452 560.29 0.12 32.00 0.12 448 560.29 0.12 - 33.00 0.12 444 560.29 0.12 34.00 0.07 380 560.26 0.09 35.00 0.07 338 560.24 0.07 36.00 0.07 329 560.23 0.07 Post Dev B OakleighMSPA-SCS-Area B ALt Type II 24-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 36 Summary for Pond 9P: Bio-Retention Basin Inflow Area = 207,346 sf, 38.24% Impervious, Inflow Depth > 2.30" for 10yr Alb. event Inflow = 15.85 cfs @ 11.96 hrs, Volume= 39,755 cf Outflow = 15.34 cfs @ 11.97 hrs, Volume= 36,473 cf, Atten= 3%, Lag= 1.1 min Primary = 15.34 cfs @ 11.97 hrs, Volume= 36,473 cf Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/ 3 Peak Elev= 570.52' @ 11.97 hrs Surf.Area= 9,202 sf Storage= 7,736 cf Plug-Flow detention time= 193.9 min calculated for 36,462 cf(92% of inflow) Center-of-Mass det. time= 123.9 min ( 964.6 - 840.7 ) Volume Invert Avail.Storage Storage Description #1 565.00' 1,753 cf Gravel Reservoir - Bio-filter(Irregular)Listed below (Recalc) -. #2 566.50' 1,826 cf Bio-Media Mix (Irregular)Listed below (Recalc) #3 569.00' 10,169 cf Surface Storage (Irregular)Listed below (Recalc) 13,748 cf Total Available Storage Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 565.00 2,922 250.0 40.0 0 0 2,922 566.50 2,922 250.0 40.0 1,753 1,753 3,297 Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 566.50 2,922 250.0 25.0 0 0 2,922 569.00 2,922 250.0 25.0 1,826 1,826 3,547 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 569.00 2,176 220.0 0 0 2,176 570.00 2,922 250.0 2,540 2,540 3,322 572.00 4,783 323.0 7,629 10,169 6,700 Device Routing Invert Outlet Devices #1 Secondary 560.00' 30.0" x 40.3' long 30" HDPE CPP, square edge headwall, Ke= 0.500 Outlet Invert= 559.10' S= 0.0223 '/' Cc= 0.900 n= 0.012 #2 Primary 570.00' 48.0" Horiz. 48" Riser to R-tank Limited to weir flow C= 0.600 #3 Primary 565.00' 1.000 in/hr Exfiltration through media to R-tank over Surface area above it Excluded Surface area = 2,922 sf #4 Device 1 570.55' 72.0" Horiz. 72" EMERGENCY OVERFLOW Limited to weir flow C= 0.600 Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 37 Primary OutFlow Max=15.31 cfs @ 11.97 hrs HW=570.51' TW=563.86' (Dynamic Tailwater) 12=48" Riser to R-tank (Weir Controls 15.17 cfs @ 2.35 fps) 3=Exfiltration through media to R-tank(Exfiltration Controls 0.15 cfs) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=565.00' TW=0.00' (Dynamic Tailwater) L1=30" HDPE (Passes 0.00 cfs of 45.77 cfs potential flow) 4L-4=72" EMERGENCY OVERFLOW( Controls 0.00 cfs) Pond 9P: Bio-Retention Basin Hydrograph 15.85 cfs ■inflow .,. O Outflow 1c 14 rf Inflow Area=207,346 sf 's cmo Bary 17= 15.34 cfs Peak EIev=570.52' 16. 15= Storage=7,736 cf 14' , 13. 12= 11= 10= 9. 0ime 8_ LL 6_ 5_ mr. i///% AV"' ."0"' ' .. 0.00 cfs - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Post Dev B -. OakleighMSPA-SCS-Area B ALt Type II 24-hr 10yrAlb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 38 Pond 9P: Bio-Retention Basin Stage-Discharge Li Total r-"" r ■Primary 572 Secondary 571- ' 72"EMERGENCY OVERFLOW / ; 570 d 569 o 568 % w 567 566 0 20 40 60 80 100 120 140 160 Discharge (cfs) Pond 9P: Bio-Retention Basin Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 Surface M Storage 572 571- 570- d 569- c _ > 568- w - 567- 566:2 565 0 2,000 4,000 6,000 8,000 10,000 12,000 Storage(cubic-feet) Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 39 Hydrograph for Pond 9P: Bio-Retention Basin Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 1.00 0.00 0 565.00 0.00 0.00 0.00 2.00 0.00 0 565.00 0.00 0.00 0.00 3.00 0.02 34 565.03 0.00 0.00 0.00 4.00 0.05 162 565.14 0.00 0.00 0.00 5.00 0.08 388 565.33 0.00 0.00 0.00 6.00 0.11 722 565.62 0.00 0.00 0.00 7.00 0.14 1,168 566.00 0.00 0.00 0.00 8.00 0.17 1,727 566.48 0.00 0.00 0.00 9.00 0.27 2,269 567.21 0.07 0.07 0.00 10.00 0.35 3,091 568.33 0.07 0.07 0.00 11.00 0.67 4,493 569.39 0.12 0.12 0.00 12.00 13.13 7,672 570.50 14.51 14.51 0.00 13.00 0.74 6,302 570.06 0.77 0.77 0.00 14.00 0.46 6,240 570.04 0.48 0.48 0.00 15.00 0.39 6,218 570.03 0.39 0.39 0.00 16.00 0.32 6,199 570.03 0.32 0.32 0.00 17.00 0.29 6,190 570.02 0.29 0.29 0.00 18.00 0.27 6,183 570.02 0.27 0.27 0.00 19.00 0.24 6,175 570.02 0.24 0.24 0.00 20.00 0.21 6,166 570.02 0.22 0.22 0.00 21.00 0.21 6,162 570.01 0.21 0.21 0.00 - 22.00 0.20 6,160 570.01 0.20 0.20 0.00 23.00 0.20 6,158 570.01 0.20 0.20 0.00 24.00 0.19 6,156 570.01 0.19 0.19 0.00 25.00 0.07 5,929 569.93 0.13 0.13 0.00 26.00 0.06 5,678 569.85 0.13 0.13 0.00 27.00 0.06 5,417 569.75 0.13 0.13 0.00 28.00 0.05 5,148 569.65 0.13 0.13 0.00 - 29.00 0.05 4,872 569.55 0.13 0.13 0.00 30.00 0.05 4,591 569.43 0.13 0.13 0.00 31.00 0.04 4,305 569.32 0.12 0.12 0.00 32.00 0.04 4,017 569.20 0.12 0.12 0.00 - 33.00 0.04 3,727 569.07 0.12 0.12 0.00 34.00 0.04 3,524 568.92 0.07 0.07 0.00 35.00 0.03 3,407 568.76 0.07 0.07 0.00 36.00 0.03 3,283 568.59 0.07 0.07 0.00 Post Dev B OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 40 Summary for Link 7L: Point of Analysis (Storm G) Inflow Area = 235,660 sf, 33.64% Impervious, Inflow Depth > 2.04" for 10yr Alb. event Inflow = 7.77 cfs @ 12.03 hrs, Volume= 40,105 cf Primary = 7.77 cfs @ 12.03 hrs, Volume= 40,105 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Link 7L: Point of Analysis (Storm G) Hydrograph / 7 77 rf I III Inflow 7.77 cfs ■Primary 8- Inflow Area=235,660 sf _ 7= 6- — w 5 u _ 0 4- LL - 3- 2- a 1- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ow Post Dev B am OakleighMSPA-SCS-Area B ALt Type 1124-hr 10yr Alb. Rainfall=5.50" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 41 am Hydrograph for Link 7L: Point of Analysis (Storm G) Time Inflow Elevation Primary Time Inflow Elevation Primary OM (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 1.00 0.00 0.00 0.00 27.00 0.13 0.00 0.13 1.50 0.00 0.00 0.00 27.50 0.13 0.00 0.13 - 2.00 0.00 0.00 0.00 28.00 0.13 0.00 0.13 2.50 0.00 0.00 0.00 28.50 0.13 0.00 0.13 3.00 0.00 0.00 0.00 29.00 0.13 0.00 0.13 3.50 0.00 0.00 0.00 29.50 0.13 0.00 0.13 - 4.00 0.00 0.00 0.00 30.00 0.13 0.00 0.13 4.50 0.00 0.00 0.00 30.50 0.13 0.00 0.13 5.00 0.00 0.00 0.00 31.00 0.12 0.00 0.12 5.50 0.00 0.00 0.00 31.50 0.12 0.00 0.12 `" 6.00 0.00 0.00 0.00 32.00 0.12 0.00 0.12 6.50 0.00 0.00 0.00 32.50 0.12 0.00 0.12 7.00 0.00 0.00 0.00 33.00 0.12 0.00 0.12 INN 7.50 0.00 0.00 0.00 33.50 0.12 0.00 0.12 8.00 0.00 0.00 0.00 34.00 0.09 0.00 0.09 8.50 0.01 0.00 0.01 34.50 0.08 0.00 0.08 9.00 0.03 0.00 0.03 35.00 0.07 0.00 0.07 .r 9.50 0.04 0.00 0.04 35.50 0.07 0.00 0.07 10.00 0.05 0.00 0.05 36.00 0.07 0.00 0.07 10.50 0.07 0.00 0.07 11.00 0.10 0.00 0.10 gm 11.50 0.14 0.00 0.14 12.00 7.53 0.00 7.53 12.50 2.52 0.00 2.52 ,• 13.00 1.54 0.00 1.54 13.50 1.33 0.00 1.33 14.00 1.11 0.00 1.11 14.50 0.90 0.00 0.90 •• 15.00 0.73 0.00 0.73 15.50 0.58 0.00 0.58 16.00 0.47 0.00 0.47 16.50 0.39 0.00 0.39 'w 17.00 0.36 0.00 0.36 17.50 0.34 0.00 0.34 18.00 0.32 0.00 0.32 .. 18.50 0.30 0.00 0.30 19.00 0.29 0.00 0.29 19.50 0.27 0.00 0.27 20.00 0.26 0.00 0.26 - 20.50 0.25 0.00 0.25 21.00 0.24 0.00 0.24 21.50 0.24 0.00 0.24 22.00 0.23 0.00 0.23 Ns 22.50 0.23 0.00 0.23 23.00 0.23 0.00 0.23 23.50 0.22 0.00 0.22 24.00 0.22 0.00 0.22 so 24.50 0.16 0.00 0.16 25.00 0.15 0.00 0.15 25.50 0.14 0.00 0.14 ,. 26.00 0.13 0.00 0.13 26.50 0.13 0.00 0.13 0 0 01 lit I OW ea of Permeable Pavers WI 4P " of#3 Stone under Permeable Pavement 5P r Bio-Retention Basin 100yr Bio-Filter D.A.(minus Pavers) Reach on. Drainage Diagram for OakleighMSPA-SCS-Area B 100 Prepared by Terra Concepts, PC, Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type Il 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 2 aim Summary for Subcatchment 2S: Bio-Filter D.A.(minus Pavers) r. Runoff = 26.46 cfs @ 11.96 hrs, Volume= 60,691 cf, Depth= 8.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr Alb. 100yr Rainfall=9.00" Area (ac) CN Description 1.820 98 Paved parking & roofs .. 0.200 61 Pasture/grassland/range, Good, HSG B 2.020 94 Weighted Average 0.200 Pervious Area ••• 1.820 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Hydrograph 28 IIRunoff 26- Type II 24-hr Alb. 100yr 24- Rainfall=9.00" 22-] Runoff Area=2.020 ac 20- 18 Runoff Volume=60,691 cf 13 16- Runoff Depth=8.28" LL 14j Tc=5.0 min 12-, 2 CN=94 10- 8- 6- 2- `r 0 ....... ........... ...................... ........................ .. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) rr son r. Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 3 Hydrograph for Subcatchment 2S: Bio-Filter D.A.(minus Pavers) Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.09 0.00 0.00 27.00 9.00 8.28 0.00 1.50 0.15 0.00 0.01 27.50 9.00 8.28 0.00 2.00 0.20 0.01 0.04 28.00 9.00 8.28 0.00 2.50 0.25 0.02 0.06 28.50 9.00 8.28 0.00 3.00 0.31 0.04 0.09 29.00 9.00 8.28 0.00 3.50 0.37 0.07 0.11 29.50 9.00 8.28 0.00 4.00 0.43 0.10 0.14 30.00 9.00 8.28 0.00 4.50 0.50 0.14 0.16 30.50 9.00 8.28 0.00 5.00 0.57 0.18 0.19 31.00 9.00 8.28 0.00 5.50 0.64 0.23 0.21 31.50 9.00 8.28 0.00 6.00 0.72 0.29 0.24 32.00 9.00 8.28 0.00 6.50 0.80 0.35 0.26 32.50 9.00 8.28 0.00 7.00 0.89 0.42 0.29 33.00 9.00 8.28 0.00 7.50 0.98 0.49 0.31 33.50 9.00 8.28 0.00 8.00 1.08 0.57 0.33 34.00 9.00 8.28 0.00 8.50 1.19 0.66 0.41 34.50 9.00 8.28 0.00 9.00 1.32 0.78 0.50 35.00 9.00 8.28 0.00 - 9.50 1.47 0.91 0.52 35.50 9.00 8.28 0.00 10.00 1.63 1.05 0.65 36.00 9.00 8.28 0.00 10.50 1.84 1.24 0.85 11.00 2.12 1.50 1.19 11.50 2.55 1.91 1.97 12.00 5.97 5.26 21.87 12.50 6.61 5.91 1.90 13.00 6.95 6.24 1.18 " 13.50 7.19 6.48 0.89 14.00 7.38 6.67 0.70 14.50 7.54 6.82 0.62 .. 15.00 7.68 6.97 0.56 15.50 7.81 7.09 0.49 16.00 7.92 7.20 0.43 16.50 8.02 7.30 0.40 17.00 8.12 7.40 0.38 17.50 8.21 7.49 0.35 18.00 8.29 7.57 0.33 18.50 8.37 7.65 0.31 19.00 8.44 7.72 0.29 19.50 8.51 7.79 0.26 20.00 8.57 7.85 0.24 20.50 8.63 7.90 0.23 21.00 8.68 7.96 0.23 21.50 8.74 8.02 0.22 22.00 8.79 8.07 0.22 •• 22.50 8.85 8.12 0.22 23.00 8.90 8.18 0.21 23.50 8.95 8.23 0.21 24.00 9.00 8.28 0.20 rim 24.50 9.00 8.28 0.00 25.00 9.00 8.28 0.00 25.50 9.00 8.28 0.00 26.00 9.00 8.28 0.00 26.50 9.00 8.28 0.00 r.. Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Area of Permeable Pavers Runoff = 13.92 cfs @ 11.97 hrs, Volume= 27,476 cf, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr Alb. 100yr Rainfall=9.00" Area (ac) CN Description * 1.490 40 Permeable Pavers .. 1.000 61 >75% Grass cover, Good, HSG B 0.250 58 Woods/grass comb., Good, HSG B 2.740 49 Weighted Average 2.740 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Area of Permeable Pavers Hydrograph 15- ■Runoff Type II 24-hr Alb. 100yr 13: 12_ Rainfall=9.00" Runoff Area=2.740 ac 10= Runoff Volume=27,476 cf �- 9= Runoff Depth=2.76" 8= o 7= Tc=5.0 min 64 CN=49 i 5: 4= r 3- 2a rr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) rr Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 5 aim Hydrograph for Subcatchment 3S: Area of Permeable Pavers Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 1.00 0.09 0.00 0.00 27.00 9.00 2.76 0.00 1.50 0.15 0.00 0.00 27.50 9.00 2.76 0.00 .. 2.00 0.20 0.00 0.00 28.00 9.00 2.76 0.00 2.50 0.25 0.00 0.00 28.50 9.00 2.76 0.00 3.00 0.31 0.00 0.00 29.00 9.00 2.76 0.00 3.50 0.37 0.00 0.00 29.50 9.00 2.76 0.00 .. 4.00 0.43 0.00 0.00 30.00 9.00 2.76 0.00 4.50 0.50 0.00 0.00 30.50 9.00 2.76 0.00 5.00 0.57 0.00 0.00 31.00 9.00 2.76 0.00 5.50 0.64 0.00 0.00 31.50 9.00 2.76 0.00 6.00 0.72 0.00 0.00 32.00 9.00 2.76 0.00 6.50 0.80 0.00 0.00 32.50 9.00 2.76 0.00 7.00 0.89 0.00 0.00 33.00 9.00 2.76 0.00 7.50 0.98 0.00 0.00 33.50 9.00 2.76 0.00 8.00 1.08 0.00 0.00 34.00 9.00 2.76 0.00 8.50 1.19 0.00 0.00 34.50 9.00 2.76 0.00 9.00 1.32 0.00 0.00 35.00 9.00 2.76 0.00 ,,.. 9.50 1.47 0.00 0.00 35.50 9.00 2.76 0.00 10.00 1.63 0.00 0.00 36.00 9.00 2.76 0.00 10.50 1.84 0.00 0.00 11.00 2.12 0.00 0.00 11.50 2.55 0.02 0.20 12.00 5.97 1.06 12.46 12.50 6.61 1.38 1.33 13.00 6.95 1.55 0.86 13.50 7.19 1.68 0.67 14.00 7.38 1.79 0.54 14.50 7.54 1.88 0.48 15.00 7.68 1.96 0.44 15.50 7.81 2.03 0.39 16.00 7.92 2.10 0.34 16.50 8.02 2.16 0.32 .. 17.00 8.12 2.21 0.31 17.50 8.21 2.27 0.29 18.00 8.29 2.32 0.27 18.50 8.37 2.37 0.26 19.00 8.44 2.41 0.24 19.50 8.51 2.45 0.22 20.00 8.57 2.49 0.20 20.50 8.63 2.53 0.20 21.00 8.68 2.56 0.19 21.50 8.74 2.60 0.19 22.00 8.79 2.63 0.19 22.50 8.85 2.66 0.19 23.00 8.90 2.70 0.18 23.50 8.95 2.73 0.18 24.00 9.00 2.76 0.18 24.50 9.00 2.76 0.00 25.00 9.00 2.76 0.00 25.50 9.00 2.76 0.00 26.00 9.00 2.76 0.00 26.50 9.00 2.76 0.00 Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 6 Summary for Pond 4P: 12" of#3 Stone under Permeable Pavement Inflow Area = 119,354 sf, 0.00% Impervious, Inflow Depth = 2.76" for Alb. 100yr event '! Inflow = 13.92 cfs @ 11.97 hrs, Volume= 27,476 cf Outflow = 0.30 cfs @ 17.25 hrs, Volume= 20,166 cf, Atten= 98%, Lag= 317.0 min Primary = 0.30 cfs @ 17.25 hrs, Volume= 20,166 cf mos Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 576.65' @ 17.25 hrs Surf.Area= 64,904 sf Storage= 16,931 cf Plug-Flow detention time= 585.1 min calculated for 20,161 cf(73% of inflow) Center-of-Mass det. time= 479.2 min ( 1,340.3 - 861.2 ) Volume Invert Avail.Storage Storage Description #1 576.00' 25,962 cf 12" of#3 under all permeables (Prismatic)_isted below (Recalc) 64,904 cf Overall x 40.0%Voids r. #2 577.00' 8,567 cf 4" OF#57 STONE (Prismatic)Listed below (Recalc) 21,418 cf Overall x 40.0% Voids 34,529 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 576.00 64,904 0 0 577.00 64,904 64,904 64,904 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 577.00 64,904 0 0 577.33 64,904 21,418 21,418 Device Routing Invert Outlet Devices #1 Primary 576.00' 6.0" Vert. 6" Perforated PVC X 0.50 C= 0.600 Primary OutFlow Max=0.30 cfs @ 17.25 hrs HW=576.65' TW=570.61' (Dynamic Tailwater) C-1=6" Perforated PVC (Orifice Controls 0.30 cfs @ 1.53 fps) Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 7 Pond 4P: 12" of#3 Stone under Permeable Pavement Hydrograph 13.92 cfs Inflow II 15= 0 Primary 14= Inflow Area=119,354 sf s 13 Peak EIev=576.65' 12= 11-2 Storage=16,931 cf g 10= a 9- U 8= 3 7= LL 6= 5-- 4= 311 2-; 1 /1.0.0 0.30 cfs 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond 4P: 12" of#3 Stone under Permeable Pavement Stage-Discharge 0 Primary 577 d w 0 d w 6"Perforated PVC 576 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0 4 0.45 Discharge (cfs) Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 8 Pond 4P: 12" of#3 Stone under Permeable Pavement Stage-Area-Storage •Storage 577- 5 a c 0 m w 576 0 5,000 10,000 15,000 20,000 25,000 30,000 - Storage(cubic-feet) Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 9 Hydrograph for Pond 4P: 12" of#3 Stone under Permeable Pavement Time Inflow Storage Elevation Primary .. (hours) (cfs) (cubic-feet) (feet) (cfs) 1.00 0.00 0 576.00 0.00 2.00 0.00 0 576.00 0.00 y 3.00 0.00 0 576.00 0.00 4.00 0.00 0 576.00 0.00 5.00 0.00 0 576.00 0.00 6.00 0.00 0 576.00 0.00 7.00 0.00 0 576.00 0.00 8.00 0.00 0 576.00 0.00 9.00 0.00 0 576.00 0.00 10.00 0.00 0 576.00 0.00 11.00 0.00 0 576.00 0.00 12.00 12.46 7,926 576.31 0.12 13.00 0.86 14,341 576.55 0.26 14.00 0.54 15,801 576.61 0.28 15.00 0.44 16,495 576.64 0.29 16.00 0.34 16,838 576.65 0.30 17.00 0.31 16,928 576.65 0.30 18.00 0.27 16,898 576.65 0.30 19.00 0.24 16,750 576.65 0.30 20.00 0.20 16,485 576.63 0.29 21.00 0.19 16,151 576.62 0.29 - 22.00 0.19 15,812 576.61 0.28 23.00 0.18 15,469 576.60 0.28 24.00 0.18 15,122 576.58 0.27 25.00 0.00 14,214 576.55 0.26 - 26.00 0.00 13,314 576.51 0.24 27.00 0.00 12,467 576.48 0.23 28.00 0.00 11,673 576.45 0.21 29.00 0.00 10,940 576.42 0.20 30.00 0.00 10,268 576.40 0.18 31.00 0.00 9,654 576.37 0.16 32.00 0.00 9,096 576.35 0.15 - 33.00 0.00 8,587 576.33 0.13 34.00 0.00 8,123 576.31 0.12 35.00 0.00 7,699 576.30 0.11 36.00 0.00 7,311 576.28 0.10 Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 10 Summary for Pond 5P: Bio-Retention Basin 100yr Inflow Area = 207,346 sf, 38.24% Impervious, Inflow Depth > 4.68" for Alb. 100yr event Inflow = 26.53 cfs @ 11.96 hrs, Volume= 80,857 cf Outflow = 26.02 cfs @ 11.97 hrs, Volume= 72,922 cf, Atten= 2%, Lag= 0.8 min Primary = 26.02 cfs @ 11.97 hrs, Volume= 72,922 cf Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/ 3 Peak Elev= 571.12' @ 11.97 hrs Surf.Area= 9,755 sf Storage= 9,941 cf Plug-Flow detention time= 142.8 min calculated for 72,902 cf(90% of inflow) Center-of-Mass det. time= 51.8 min ( 951.9 - 900.2 ) - Volume Invert Avail.Storage Storage Description #1 565.00' 1,753 cf Gravel Reservoir- Bio-filter(Irregular)Listed below (Recalc) #2 566.50' 1,826 cf Bio-Media Mix (Irregular)Listed below (Recalc) - #3 569.00' 10,169 cf Surface Storage (Irregular)Listed below (Recalc) 13,748 cf Total Available Storage Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) 565.00 2,922 250.0 40.0 0 0 2,922 -. 566.50 2,922 250.0 40.0 1,753 1,753 3,297 Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic-feet) (cubic-feet) (sq-ft) .. 566.50 2,922 250.0 25.0 0 0 2,922 569.00 2,922 250.0 25.0 1,826 1,826 3,547 - Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 569.00 2,176 220.0 0 0 2,176 570.00 2,922 250.0 2,540 2,540 3,322 572.00 4,783 323.0 7,629 10,169 6,700 Device Routing Invert Outlet Devices #1 Primary 560.00' 30.0" x 40.3' long 30" HDPE CPP, square edge headwall, Ke= 0.500 Outlet Invert= 559.10' S= 0.0223 7' Cc= 0.900 n= 0.012 #2 Device 1 570.56' 72.0" Horiz. 72" EMERGENCY OVERFLOW Limited to weir flow C= 0.600 Primary OutFlow Max=26.01 cfs @ 11.97 hrs HW=571.12' (Free Discharge) L1=30" HDPE (Passes 26.01 cfs of 74.26 cfs potential flow) AL-2=72" EMERGENCY OVERFLOW(Weir Controls 26.01 cfs @ 2.45 fps) Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type 1124-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 11 Pond 5P: Bio-Retention Basin 100yr Hydrograph / _ Inflow F26.53 cfs r; Primary 28 26.02 cfs Inflow Area=207,346 sf .� 26 24 Peak Elev=571 .12' 22- Storage=9,941 cf 20-- 18=:- • = 0-18- o 16- c 14- LL 12- 10-] i 8- 6- 4. 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond 5P: Bio-Retention Basin 100yr Stage-Discharge ::: ■Primary - 57 G) 569 O m 568 Lu 567 566 moo 565 , , , , , , , , , , , , , , , , , , , , , , , , , , , ,, , ' , ,, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Discharge (cfs) i Bio-Retention 100-yr OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 12 Pond 5P: Bio-Retention Basin 100yr Stage-Area-Storage 572-/ IN Storage 571- 570- 5 569- c - 0 d 568-* w 567- 566- 565 67- 566- 565 0 2,000 4,000 6,000 8,000 10,000 12,000 Storage(cubic-feet) ! i Bio-Retention 100-yr PS OakleighMSPA-SCS-Area B 100 Type II 24-hr Alb. 100yr Rainfall=9.00" Prepared by Terra Concepts, PC Printed 4/24/2017 HydroCAD®8.50 s/n 002893 ©2007 HydroCAD Software Solutions LLC Page 13 Hydrograph for Pond 5P: Bio-Retention Basin 100yr Time Inflow Storage Elevation Primary me (hours) (cfs) (cubic-feet) (feet) (cfs) 1.00 0.00 0 565.00 0.00 2.00 0.04 40 565.03 0.00 rig3.00 0.09 273 565.23 0.00 4.00 0.14 682 565.58 0.00 5.00 0.19 1,261 566.08 0.00 6.00 0.24 2,024 566.87 0.00 MN 7.00 0.29 2,968 568.16 0.00 8.00 0.33 4,087 569.23 0.00 9.00 0.50 5,573 569.81 0.00 10.00 0.65 7,543 570.46 0.00 - 11.00 1.19 8,129 570.63 1.16 12.00 21.98 9,828 571.09 24.04 13.00 1.44 8,172 570.64 1.48 r. 14.00 0.98 8,106 570.62 1.00 15.00 0.85 8,085 570.62 0.86 16.00 0.73 8,065 570.61 0.73 17.00 0.68 8,056 570.61 0.68 - 18.00 0.63 8,049 570.61 0.63 19.00 0.58 8,040 570.60 0.59 20.00 0.53 8,032 570.60 0.54 21.00 0.52 8,028 570.60 0.52 000 22.00 0.50 8,026 570.60 0.50 23.00 0.49 8,023 570.60 0.49 24.00 0.47 8,020 570.60 0.47 25.00 0.26 7,976 570.59 0.26 `" 26.00 0.24 7,972 570.58 0.24 27.00 0.23 7,969 570.58 0.23 28.00 0.21 7,965 570.58 0.21 a. 29.00 0.20 7,961 570.58 0.20 30.00 0.18 7,956 570.58 0.18 31.00 0.16 7,952 570.58 0.16 32.00 0.15 7,948 570.58 0.15 r 33.00 0.13 7,945 570.58 0.14 34.00 0.12 7,941 570.58 0.12 35.00 0.11 7,938 570.58 0.11 OM 36.00 0.10 7,935 570.57 0.10 AM IINI in r. r. Oakleigh 02/27/17 Stormwater Quality Worksheets PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D ,. Worksheet 1 Page 1 of 3 STEP 1 Determine the applicable area (A) and the post-developed impervious cover (Ipost)• ,,. Applicable area(A)* = 8.82 acres Post-development impervious cover: structures = acres parking lot = acres roadway = acres MIN other: acres acres Total = 2.99 acres Ipost= (total post-development impervious cover-A) x 100= 34 * The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP 2 Determine the average land cover condition (Iwatershed) or the existing impervious cover(Iexisting)• ire ll Average land cover condition(Iwatershed): If the locality has determined land cover conditions for individual watersheds within its jurisdiction, use the watershed specific value determined by the locality as Iwatershed• I = 16 watershed ats Otherwise, use the Chesapeake Bay default value: 'watershed = 16% 5D-5 PON PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 2 of 3 Existing impervious cover(I )• existing Determine the existing impervious cover of the development site if present. Existing impervious cover: structures = acres parking lot = acres roadway = acres other: acres os acres Total = acres 'existing= (total existing impervious cover_A*) x 100 = 0 * The area should be the same as used in STEP 1. .. STEP 3 Determine the appropriate development situation. The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will apply. Check( )the appropriate development situation as follows: ❑ Situation 1: This consists of land development where the existing percent impervious cover (Iexisting) is less than or equal to the average land cover condition ('Watershed) and the proposed improvements will create a total percent impervious cover(Ipost)which is less than or equal to the average land cover condition(Iwatershed)• 0/0 Ipost % 'Watershed " 5D-6 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 1 Page 3 of 3 Situation 2: This consists of land development where the existing percent impervious cover(Iexisting) is less than or equal to the average land cover condition r. (Iwatershed) and the proposed improvements will create a total percent impervious cover°post)which is greater than the average land cover condition(Iwatershed)• 0 'existing /0 Iwatershed 16 %; and "post 34 %> Iwatershed 16 % Situation 3: This consists of land development where the existing percent impervious "' coverI isgreater thantheaverage land cover condition I ( existing) ( watershed)• 'existing %> Iwatershed % Ntr ❑ Situation 4: This consists of land development where the existing percent impervious cover(Iexisting) is served by an existing stormwater management BMP(s) that addresses water quality. If the proposed development meets the criteria for development Situation 1, than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2,3, or 4, then proceed to STEP 4 on the appropriate worksheet. 5D-7 IMO Nat rr ONO PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 1 of 4 Summary of Situation 2 criteria: from calculation procedure STEP 1 thru STEP 3, Worksheet 1: Applicable area (A)* = 8.82 acres Ipost = (total post-development impervious cover-A) x 100 = 34 "" 'watershed = 16 % or Iwatershed = 16% 'existing= (total existing impervious cover_A*) x 100 = 0 i.. 0 0 16 0 'existing /o 'watershed /0; and +r 'post 34 % 'watershed 16 STEP 4 Determine the relative pre-development pollutant load (Lpre). Lpre(watershed) = [0.05 + (0.009 x 'watershed)] x A x 2.28 (Equation 5-16) where: Lpre(watershed) = relative pre-development total phosphorous load (pounds per year) 'watershed = average land cover condition for specific watershed or locality or the Chesapeake Bay default value of 16% (percent expressed in ,,,,, whole numbers) A = applicable area(acres) ,•• Lpre(watershed) _ [0.05 + (0.009 x 16 )] x 8.82 x 2.28 = 3.90 pounds per year 5D-9 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 2 of 4 STEP 5 Determine the relative post-development pollutant load (Lpost). Lpost = [0.05 + (0.009 x Ipost)] x A x 2.28 (Equation 5-21) where: Lpost = relative post-development total phosphorous load (pounds per year) ` Ipost = post-development percent impervious cover(percent expressed in whole numbers) A = applicable area(acres) w Lpost = [0.05 + (0.009 x 34 )] x 8.82 x 2.28 = 7.16 pounds per year STEP 6 Determine the relative pollutant removal requirement (RR). RR = Lpost Lpre(watershed) Yr RR = 7.16 - 3.90 "' 3.26 pounds per year STEP 7 Identify best management practice (BMP) for the site. 1. Determine the required pollutant removal efficiency for the site: EFF = ( RR_ Lpost) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency (percent expressed in whole numbers) RR = pollutant removal requirement(pounds per year) t.. Lpost = relative post-development total phosphorous load(pounds per year) EFF = ( 3.26 - 7.16 ) x 100 = 46 " 5D-10 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D .r Worksheet 2 : Situation 2 Page 3 of 4 2. Select BMP(s) from Table 5-15 and locate on the site: BMP 1: Bio-Retention w/ 2.5% of impervious area as floor area (RR=50%) BMP 2: Stormfilter, or equal, SWQ Unit (RR=50%) BMP 3: 3. Determine the pollutant load entering the proposed BMP(s): ACIP LBMp = [0.05 + (0.009 X IBMp)] x A x 2.28 (Equation 5-23) ••r where: LBMp = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBMp = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) too LBMP1 = [0.05 + (0.009 x 38 )] x 4.76 x 2.28 = 4.25 pounds per year LBMPz = [0.05 + (0.009 x 38 )] x 2.81 x 2.28 = 2.51 pounds per year LBMP3 = [0.05 + (0.009 x )] x x 2.28 pounds per year "' 5D-11 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D Worksheet 2 : Situation 2 Page 4 of 4 4. Calculate the pollutant load removed by the proposed BMP(s): Lremoved = EffBMP X LBMP (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP (pounds per year) EffBMP = pollutant removal efficiency of BMP (expressed in decimal form) LBMP = relative post-development total phosphorous load entering proposed BMP (pounds per year) OW = 4.25 x 0.50 = 2.13 LremovedBMP> pounds per year •• LremovedBMP2 = 2.51 x 0.50 = 1.26 pounds per year LremovedBMr3 = X = pounds per year 5. Calculate the total pollutant load removed by the BMP(s): Lremoved/total = L'removed/BMP I + I'removed/BMP2+ L'removed/BMP3 + . (Equation 5-25) where: Lremoved/total = total pollutant load removed by proposed BMPs Lremoved/BMP1 =pollutant load removed by proposed BMP No. 1 Lremoved/BMP2 =pollutant load removed by proposed BMP No. 2 Lremoved/BMP3 =pollutant load removed by proposed BMP No. 3 L = 2.13 + 1.26 + + . removed/total = 3.39 pounds per year 6. Verify compliance: Lremoved/total RR «. 3.39 > 3.26 5D-12 t�. 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I . r. ems'} , , \ / \\ : \,,,,.„: , , • , \ \ \ \ \ i �, .. \ - r- -- \ %.--'.\.,... ...'.:_.‘ A.' ...--:-- - - , . . .. -. : .- :... S/./. \ I \ \ \ \ \\ a1® e� 11‘,.!41 ,---.-1, 1 / I \ \ I I ;� / \�\ / �\ 1 t I I \ \ • t / JCIC:i _/ ' ��//�/ vvvv v v �,� � + , —_ ���,. �� � ___ --/ Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Apr 21 2017 Rip Rap Channel Q2 from SWM Triangular Highlighted Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 0.43 Total Depth (ft) = 2.00 Q (cfs) = 1.760 Area (sqft) = 0.37 Invert Elev (ft) = 535.00 Velocity (ft/s) = 4.76 Slope (%) = 25.00 Wetted Perim (ft) = 1.92 N-Value = 0.050 Crit Depth, Yc (ft) = 0.55 Top Width (ft) = 1.72 Calculations EGL (ft) = 0.78 Compute by: Known Q Known Q (cfs) = 1.76 Elev (ft) Depth p (ft) Section 538.00 3.00 537.50 2.50 537.00 • 2.00 536.50 1.50 536.00 1.00 535.50 Q 0.50 535.00 0.00 534.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Apr 21 2017 Rip Rap Channel Q10 from SWM Triangular Highlighted Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 0.74 Total Depth (ft) = 2.00 Q (cfs) = 7.770 Area (sqft) = 1.10 Invert Elev (ft) = 535.00 Velocity (ft/s) = 7.09 Slope (%) = 25.00 Wetted Perim (ft) = 3.31 N-Value = 0.050 Crit Depth, Yc (ft) = 0.99 Top Width (ft) = 2.96 Calculations EGL (ft) = 1.52 Compute by: Known Q Known Q (cfs) = 7.77 Elev (ft) Depth ft( ) Section 538.00 3.00 537.50 2.50 537.00 2.00 536.50 1.50 - 536.00 1.00 535.50 0.50 535.00 0.00 534.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Apr 21 2017 — Rip Rap Channel Q2 from SWM - Section B Triangular Highlighted Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 0.47 Total Depth (ft) = 2.00 Q (cfs) = 1.760 Area (sgft) = 0.44 Invert Elev (ft) = 525.00 Velocity (ft/s) = 3.98 Slope (%) = 15.00 Wetted Perim (ft) = 2.10 N-Value = 0.050 Crit Depth, Yc (ft) = 0.55 Top Width (ft) = 1.88 Calculations EGL (ft) = 0.72 Compute by: Known Q Known Q (cfs) = 1.76 Elev (ft) Section Depth (ft) 528.00 3.00 527.50 2.50 527.00 2.00 526.50 1.50 - 526.00 1.00 - 525.50 0.50 525.00 0.00 524.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Apr 21 2017 Rip Rap Channel Q10 from SWM - Section B Triangular Highlighted Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 0.82 Total Depth (ft) = 2.00 Q (cfs) = 7.770 Area (sqft) = 1.34 Invert Elev (ft) = 525.00 Velocity (ft/s) = 5.78 Slope (%) = 15.00 Wetted Perim (ft) = 3.67 N-Value = 0.050 Crit Depth, Yc (ft) = 0.99 Top Width (ft) = 3.28 Calculations EGL (ft) = 1.34 Compute by: Known Q Known Q (cfs) = 7.77 Elev (ft) Section Depth (ft) 528.00 3.00 527.50 2.50 527.00 2.00 526.50 1.50 - 526.00 1.00 525.50 0.50 525.00 0.00 524.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Apr 21 2017 Rip Rap Channel Q2 from SWM - Section C Triangular Highlighted Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 0.72 Total Depth (ft) = 2.00 Q (cfs) = 1.760 Area (sqft) = 1.04 Invert Elev (ft) = 521.00 Velocity (ft/s) = 1.70 Slope (%) = 1.50 Wetted Perim (ft) = 3.22 N-Value = 0.050 Crit Depth, Yc (ft) = 0.55 Top Width (ft) = 2.88 Calculations EGL (ft) = 0.76 Compute by: Known Q Known Q (cfs) = 1.76 Elev (ft) Section Depth (ft) 524.00 3.00 523.50 2.50 523.00 2.00 522.50 1.50 522.00 1.00 v 521.50 0.50 521.00 0.00 520.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Monday,Apr 24 2017 MS-19 Section A (Q2 from SWM) User-defined Highlighted Invert Elev (ft) = 518.63 Depth (ft) = 0.37 Slope ((Yip) = 1.50 Q (cfs) = 2.000 _ N-Value = 0.035 Area (sqft) = 0.99 Velocity (Ws) = 2.01 Calculations Wetted Perim (ft) = 3.98 Compute by: Known Q Crit Depth, Yc (ft) = 0.31 Known Q (cfs) = 2.00 Top Width (ft) = 3.78 EGL (ft) = 0.43 (Sta, El, n)-(Sta, El, n)... (0.00,522.00)-(5.00,520.00,0.035)-(6.50,519.54,0.035)-(7.75,518.63,0.035)-(10.75,518.79,0.035)-(12.25,519.95,0.035)-(12.50,520.00,0.035) Elev (ft) Depth ft Section p ( ) 523.00 4.37 522.00 - 3.37 - 521.00 2.37 520.00 1.37 519.00 - 0.37 518.00 -0.63 517.00 -1.63 -2 0 2 4 6 8 10 12 14 16 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Monday,Apr 24 2017 - MS-19 Section B (Q2 from SWM) User-defined Highlighted Invert Elev (ft) = 514.83 Depth (ft) = 0.40 Slope (%) = 1.50 Q (cfs) = 2.000 N-Value = 0.035 Area (sqft) = 0.91 Velocity (ft/s) = 2.19 Calculations Wetted Perim (ft) = 3.30 Compute by: Known Q Crit Depth, Yc (ft) = 0.33 Known Q (cfs) = 2.00 Top Width (ft) = 2.92 EGL (ft) = 0.47 (Sta, El, n)-(Sta, El, n)... (0.00,518.00)-(9.00,516.00,0.035)-(23.00,515.98,0.035)-(23.50,514.96,0.035)-(26.00,514.83,0.035)-(27.00,516.20,0.035)-(46.00,516.00,0.035) -(60.00,518.00,0.035) Elev O Section Depth (ft) 519.00 4.17 518.00 3.17 517.00 N2.17 516.00 1.17 - 515.00 0.17 514.00 -0.83 513.00 -1.83 -5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Monday,Apr 24 2017 MS-19 Section C (Q2 from SWM) User-defined Highlighted Invert Elev (ft) = 511.63 Depth (ft) = 0.32 Slope (%) = 1.50 Q (cfs) = 2.000 N-Value = 0.035 Area (sgft) = 1.11 Velocity (ft/s) = 1.80 Calculations Wetted Perim (ft) = 5.11 Compute by: Known Q Crit Depth, Yc (ft) = 0.27 Known Q (cfs) = 2.00 Top Width (ft) = 4.89 EGL (ft) = 0.37 (Sta, El, n)-(Sta, El, n)... (0.00,512.00)-(11.00,512.86,0.035)-(12.00,511.63,0.035)-(16.50,511.80,0.035)-(17.50,513.00,0.035)-(45.00,514.00,0.035) Elev ( ) Section Depth (ft) 515.00 3.37 514.00 2.37 513.00 1.37 512.00 0.37 511.00 -0.63 510.00 -1.63 -5 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) I Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc. Friday,Apr 21 2017 Rip Rap Channel Q10 from SWM - Section C Triangular Highlighted Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 1.26 Total Depth (ft) = 2.00 Q (cfs) = 7.770 Area (sqft) = 3.18 Invert Elev (ft) = 521.00 Velocity (ft/s) = 2.45 Slope (%) = 1.50 Wetted Perim (ft) = 5.63 N-Value = 0.050 Crit Depth, Yc (ft) = 0.99 Top Width (ft) = 5.04 Calculations EGL (ft) = 1.35 Compute by: Known Q Known Q (cfs) = 7.77 Elev (ft) Depth p (ft) Section 524.00 3.00 523.50 2.50 523.00 2.00 522.50 1.50 D - 522.00 1.00 .. 521.50 0.50 521.00 0.00 520.50 -0.50 0 1 2 3 4 5 6 7 8 9 10 Reach (ft) i■... ir.sers bum= 1r.ew.e i ar leamme Yi...i i..i.ai tumor rrennr+ .ammo. *mums ....r *..ter am.s r....r . ... . .i .serial / / — • . - r c5 . . i r l I 1 �. I ,--6 tie r• . • l yi / 1 1 lAkaii—, . ' . . ' . ' 8 li '---- -----7— — --__-_-_ -__.= -=-- — -_-- —__. ,, ,.-- _-_-_-- ... . k I, / ...1 --- ---- IP . 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Ii co m �. tli or 11111111 v Ending Structureaa y z Mill 1111111011 y A,Drainage area tp (acres) tz [000 10006 C,rational coeff. 1.-1 Mil ll/ 110010 1MM CA increment C ra 00010 10000 CA sum accumulated '10130 IONS Tc,time of conc.(min) on INIE 113:011 I,o,rainfall Intesity w 1E000 19001 Q,o,flow incr.(cfs) c N '1100 '0001 Qt,o, total flow(cfs) ININI liiii liiiiK Invert in(ft) (Invert out of structure) mu 11111 Invert out(ft) rD o _ Ili!! • (Invert in of structure) 4, 0 n M13 11101 11100 L,pipe length(ft) MR EOM 10000 n,manning's coeff. III! ISMS S,slope o n 0 1 III II o 1111' 1111' D,Diameter(in) NIP '0111 110111 Full Flow Capacity(cfs) MI II 10001 V10,Velocity(fps) IIIIIII 11111111 Flow Time(min) mg D cc/ E3"Cl0 d ma y 3v Remarks E 6 o r