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WPO202100001 VSMP - SWPPP 2021-01-08
SHIMP ENGINEERING, P.C. Design Focused Engineering Stormwater Management Plan Calculation Packet 999 Rio Road January 8, 2021 SHIMP ENGINEERING, P.C. Design Focused Engineering January 8, 2021 Albemarle County Department of Community Development 401 McIntire Road Charlottesville, VA 22902 Regarding: WPO 2021000YX 999 Rio Road — VSMP Plan SWM Calculation Packet Dear Reviewer, Enclosed is the stormwater calculation packet for 999 Rio Road VSMP Plan. The development property has an area of 1.92 acres and a disturbed area of 2.14 acres. The project is a private redevelopment of a site to create residential units and commercial area. The stormwater design strategy for this site is to route onsite runoff through the site into two proposed detention systems while meeting water quality requirements set forth in 9VAC25-870-65 and water quantity requirements set forth in 9VAC25-870-66-B(3) and 9VAC25-870-66-C. Runoff Quality Narrative: To address runoff quality requirements set forth in 9VAC25-870-65, the site land cover information was entered into the VRRM Redevelopment Spreadsheet. This included pre -development and post -development land areas. The VRRM spreadsheet, attached in this packet, showed that the project required a total phosphorous (TP) reduction of 2.07 lb/yr. To achieve required TP reduction, we have selected a Stormtech BMP with two isolator rows that achieves 40% TP removal to treat a portion of runoff which flows through the site. The Stormtech BMP will treat 1.14 lb/yr TP, which is equivalent to removal of 55.071/o of site. The remaining 0.93 lb/yr TP reduction will be met with a purchase of phosphorous credits for that amount. Thus, all runoff quality requirements for this development are achieved. Treatment Required Treatment Provided (Total Phosphorous) Total Phosphorous) Treatment Treatment Provided Provided via (2) via purchase of 2.14 lb/yr Two Isolator Rows nutrient credits 1.141b/yr 0.931b/yr 2.141b r Runoff Quantity Narrative: SWM Quantity is satisfied by analyzing concentrated runoff from the development at a Point of Analysis (POA) at the western corner of the development property. 9VAC25-870-66-B(3) requires that concentrated runoff from development at the POA meet the energy balance equation. To achieve this, all concentrated runoff from the site will be routed to two underground detention facilities (Stormtech MC-3500 & Stormtech SC-310). The site was divided into two drainage areas, each drainage area flows into a detention system. The first drainage area is 1.849 acres which flows into Stormtech MC-3500. The second drainage area is 0.169 acres flows into Stormtech SC-310. Both drainage area 1 & 2 runoff from the development at a Point of Analysis (POA) at the western comer of the development property. 912 E. High Sr. Charlottesville, VA 22902 1434.227.5140 1 shimp-engineering.com The runoff from the detention systems meets the energy balance equation. 9VAC25-870-66-C requires that the post-dev 10-year runoff is contained within the system at the point of outfall, this condition has also been satisfied. Pre-dev Peak Runoff Max. Allowed Peak Runoff Post-dev Peak Runoff 1-Yr 0.64 cfs 0.11 cfs 0.11 cfs 10-Yr 3.32 cfs 3.32 cfs 2.70 cfs If you have any questions about this calculation packet please do not hesitate to contact me at: steohaniekshimp-en ing eering com or justin&shimp-en ing eering com or by phone at 434-299-9843. Regards, Stephanie Paul Shimp Engineering, PC Contents: Water Quantity Calculations: Pre -Development Drainage Area Map Pre -Development HydroCAD Report Post -Development Drainage Area Map Post -Development HydroCAD Report Energy Balance Equation TOC Calculations Nomographs Post -Development Inlets Drainage Area Maps Structure Drainage Area Summary VDOT LD-204 VDOT LD-229 Water Quality Calculations: Pre -Development VRRM Land -use Map Post -Development VRRM Land -use Map VRRM Redevelopment Spreadsheet - 1 VRRM Redevelopment Spreadsheet - 2 VRRM Redevelopment Spreadsheet - 3 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report Water Quantity Calculations: Pre -Development Drainage Area Map Pre -Development HydroCAD Report Post -Development Drainage Area Map Post -Development HydroCAD Report Energy Balance Equation TOC Calculations Nomographs Post -Development Inlets Drainage Area Maps Structure Drainage Area Summary VDOT LD-204 VDOT LD-229 m u- BELVEDERE BLVD. LEGEND ® PRE DEV IMPERVIOUS PRE DEV TURF WeightedCN 64 ". VARIABLE WIDTH R/W b DB 3772 PG 366 PRE DEV IMPERVIOUS AREA 0.109A0 CURB n �� M1 • J✓ Y W W W� M1 • W� Y W W � M1\\ • • \Y W W �W M1 • M1 � II � / ' .• W /M1 M1 Y .Y W W 1 'Y W Y\ Y W W\\ M1 W� Y Y\\ W W W I 1 W J M1 M1\ W Y� I '!� � I I / � / / W W I W " �• �.j ��.N .Y W W W 1 W W W W Y W W W WY .Y .Y .Y W . . .Y 1 1 W W W I .Y .Y ♦ �W W \ W .Y 1 .Y W W W .Y Y '�' / W .Y .Y • Y W W W .Y .Y ♦ j / Y W W W I .Y • 4 Y W W ry' .Y .Y� \ • �. W W W .Y J • h W W .Y .Y ♦ Y , / / / / p^ / A W\\\\ Y ®O . WWWW Q¢W WW W W W W W W WW W W W W W W 10,W W W\W W1WW WW W W\W W W W W\W W W W W\W .Y WWW WW WW WWW / // ' ' /p0 I p Y\ • • W W • 4 Y .Y • V P W W .\J .Y i1 W ♦ •� • Y W\ W W \♦ • • Y\ W W \ W .Y •�� Y Y W .�' / / // // WI ♦ 4 .Y .Y .Y W .Y .Y / W W .Y ♦ Y Y W W WI .Y + W ` .Y • ♦� Y W W .Y J ♦ Y \ Y W R .Y .Y .Y Y �W W / I / / W W �W PRE—DEV D/Y Y Y AREA=1.282AC m W W W W W WW J.e W W W� I �~ i •/✓ Y W W W ♦/'�. 4 Y W W W .Y •p- W' Y \ W ♦ `Y � ��� W .Y • ♦\Y ♦ • -✓\ W W `/ / // / // W W W W W ..... '} ���31'`p�5n_'- - I .I W1W W1- W.Y ..1rY / WL I`WY W.Y •WW W.Y .YWY W//.YYY /W.Y /WW W.Y WWW W. .1r W p.Wrry OW.' Y/•`✓'.'WYY W ..WYY�.W� .WWY W.`Y WW.Y W.Y .WWY W.Y ..WYY W/•W/WW .Y W.Y�.YY /W.Y /.WY 4.7Y �.W/Y 1648TWiP 6r *—PRE—DE/V MAjiGED 'hW VM�L N URELLCTURF AREA�1.173A/C 4�05 G 231 / // /Dp1} i=ON& �NF4GHWYSwk* IIY WSIDNT1� WW W W W W W `USE- SINGLE FAM / W W W 'Y 'Y/ W W W /W ♦ • �V' Y /Y W W ♦ W W ♦ • •/%Y W W W y • W • YI W W W I ♦ .1.9*8IAi 'Y W J/ .Y .Y W • / / / / // / pA-/ W W/W W W /W W W /W W /W W W .J✓ A�W W W/ W W W W W/ W W W W W .I4 W W IJ' W W W! W W � / / / / /Y W W/ .I .Y W �.Y /� Y W W W W/ .Y W W Y I W W W W W W W .... W W Y W W .Y • 4 Y W W / W ♦ • Y 4 Y W W W ♦�' • Y W %� W .Y • /.Y .Y! / W W W ♦ .Y/ • Y � ^/ / / / / / / / / / /' / / ! — W /1 � .Y W Y W W WI 1 W Y Y Y Y W W `1� • Y Y /L/ W W .Y /.Y Y � W W W .Y IJ Y Y \ / // / / / / l -. 1I/ W W .. / W � W .. W .✓ W W W r W W W W! W W W W W W� ( / ,' / pro / / W W W W W W /.Y W/. • I W a .Y W .Y W • �r Y \W W .Y W .Y W Y W W W W W .Y^+j • • V / ✓ • Y WJ.' W .Y • • J.- �Y Y- / I / / I ! / / / / / / / 'YI "Y W W .Y .Y W Y\ Y W W .Y W Y .Y W W W/ .Y • • / W VY W Y j/ W W W .Y J/ Y Y Y W \ I OaV / / I ! / // / =W/YWIYWWW W\1W WW WWY�VWWW WW I�W I�W WWYWYWWW W/WW IWWW.✓�/4YWWW^iT W W W /W W W .... W W W W W . / a6 r' W W IWI ♦ • W W� w � I• W V W W /� /• • /.Y W W Wl / • • W W W W ♦ \ TMP 62F2—E2 I ,Y /.Y W W W W .✓ W W WWW W �� W W . \ / / / l � I COUNTY OF ALBEMARLE DB 4830 PC 20 / J 0.187 AC ( / Pre-Dev DA SE AC % Building & Pavement 4,744 0.11 5.7 Impervious 4,744 0.11 5.7 Turf 51,096 1.17 61.2 TotalDiainageAma 1 55,840 1.28 66.8 Total Nnpeit.N 83,557 1.92 ]00.0 SHIM J RNEERING, P.C. 999 Rio Road 30 PRE-DEVELOPEMENT DRAINAGE AREA MAP EVOWFRFNG-LANOP7A &NG -PROJECT MANr1GE40ff Scale: E, (434)227_5140 REVISION DATE: 01-07-2021 "=30' Pre Dev A to POA 2L Subcat Reach and 1,11]IC Pre-Dev DA HydroCAD Calcs Pre-Dev DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.173 61 >75% Grass cover, Good, HSG B (1S) 0.109 98 Paved parking, HSG B (1S) 1.282 64 TOTAL AREA Pre-Dev DA HydroCAD Calcs Pre-Dev DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 1.282 HSGB 1S 0.000 HSG C 0.000 HSG D 0.000 Other 1.282 TOTAL AREA Pre-Dev DA Cales Pre-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 4 Time span=0.00-48.00 Ins, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Pre Dev DA to POA Runoff Area=1.282 ac 8.50% Impervious Runoff Depth=0.48" Tc=13.1 min CN-64 Runoff=0.64 cfs 0.051 of Link 2L: POA Inflow=0.64 cfs 0.051 of Primary=0.64 cfs 0.051 of Total Runoff Area = 1.282 ac Runoff Volume = 0.051 of Average Runoff Depth = 0.48" 91.50% Pervious =1.173 ac 8.50% Impervious = 0.109 ac Pre-Dev DA Calcs Pre-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 5 Summary for Subcatchment 1S: Pre Dev DA to POA Runoff = 0.64 cfs @ 12.08 hrs, Volume= 0.051 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Type H 24-hr 1-Year Rainfall=3.02" 0.109 98 Paved parldng, HSG B 1.173 61 >75% Grass cover, Good, HSG B 1.282 64 Weighted Average 1.173 91.50% Pervious Area 0.109 8.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 Direct Entry, Direct 0.7 0.65 1 4 0.6 I I 0.55 I I I 1 0.5 I I I I 1 0 45 I I 0.4 �i-- --i - 0.35 s JI JI u 0.3 0 25 I 0.2 --I--,--,- 0.15 0., 0.0511 1 Subcatchment 1S: Pre Dev DA to POA Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I Type lt',24=ht 14ear -- - - - -- - Rainfall-:�302'w I I I I I I I I R_ __ un_ bff': At_e_ g=1.282 al -I -I _y -} -F_ -I _I_ -4 ._ -} -} -I_�_ _ ftnoffrVplujmje�O-Q5 I I I I I I I I I I I I I I I --,- Runoff-'1Dep1--4.48' I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ------------ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ RunoH Pre-Dev DA Calcs Pre-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 6 Hydrograph for Subcatchment 1S: Pre Dev DA to POA Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.03 0.00 0.00 1.50 0.05 0.00 0.00 2.00 0.07 0.00 0.00 2.50 0.08 0.00 0.00 3.00 0.10 0.00 0.00 3.50 0.12 0.00 0.00 4.00 0.14 0.00 0.00 4.50 0.17 0.00 0.00 5.00 0.19 0.00 0.00 5.50 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.50 0.27 0.00 0.00 7.00 0.30 0.00 0.00 7.50 0.33 0.00 0.00 8.00 0.36 0.00 0.00 8.50 0.40 0.00 0.00 9.00 0.44 0.00 0.00 9.50 0.49 0.00 0.00 10.00 0.55 0.00 0.00 10.50 0.62 0.00 0.00 11.00 0.71 0.00 0.00 11.50 0.85 0.00 0.00 12.00 2.00 0.12 0.43 12.50 2.22 0.18 0.15 13.00 2.33 0.21 0.09 13.50 2.41 0.24 0.07 14.00 2.48 0.26 0.06 14.50 2.53 0.28 0.05 15.00 2.58 0.30 0.04 15.50 2.62 0.31 0.04 16.00 2.66 0.33 0.04 16.50 2.69 0.34 0.03 17.00 2.72 0.35 0.03 17.50 2.75 0.37 0.03 18.00 2.78 0.38 0.03 18.50 2.81 0.39 0.03 19.00 2.83 0.40 0.03 19.50 2.85 0.41 0.02 20.00 2.88 0.42 0.02 20.50 2.89 0.42 0.02 21.00 2.91 0.43 0.02 21.50 2.93 0.44 0.02 22.00 2.95 0.45 0.02 22.50 2.97 0.46 0.02 23.00 2.99 0.46 0.02 23.50 3.00 0.47 0.02 24.00 3.02 0.48 0.02 24.50 3.02 0.48 0.00 25.00 3.02 0.48 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 3.02 0.48 0.00 26.00 3.02 0.48 0.00 26.50 3.02 0.48 0.00 27.00 3.02 0.48 0.00 27.50 3.02 0.48 0.00 28.00 3.02 0.48 0.00 28.50 3.02 0.48 0.00 29.00 3.02 0.48 0.00 29.50 3.02 0.48 0.00 30.00 3.02 0.48 0.00 30.50 3.02 0.48 0.00 31.00 3.02 0.48 0.00 31.50 3.02 0.48 0.00 32.00 3.02 0.48 0.00 32.50 3.02 0.48 0.00 33.00 3.02 0.48 0.00 33.50 3.02 0.48 0.00 34.00 3.02 0.48 0.00 34.50 3.02 0.48 0.00 35.00 3.02 0.48 0.00 35.50 3.02 0.48 0.00 36.00 3.02 0.48 0.00 36.50 3.02 0.48 0.00 37.00 3.02 0.48 0.00 37.50 3.02 0.48 0.00 38.00 3.02 0.48 0.00 38.50 3.02 0.48 0.00 39.00 3.02 0.48 0.00 39.50 3.02 0.48 0.00 40.00 3.02 0.48 0.00 40.50 3.02 0.48 0.00 41.00 3.02 0.48 0.00 41.50 3.02 0.48 0.00 42.00 3.02 0.48 0.00 42.50 3.02 0.48 0.00 43.00 3.02 0.48 0.00 43.50 3.02 0.48 0.00 44.00 3.02 0.48 0.00 44.50 3.02 0.48 0.00 45.00 3.02 0.48 0.00 45.50 3.02 0.48 0.00 46.00 3.02 0.48 0.00 46.50 3.02 0.48 0.00 47.00 3.02 0.48 0.00 47.50 3.02 0.48 0.00 48.00 3.02 0.48 0.00 Pre-Dev DA HydroCAD Calcs Pre-Dev DA Cales Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 7 Summary for Link 2L: POA Inflow Area = 1.282 ac, 8.50% Impervious, Inflow Depth = 0.48" for 1-Year event Inflow = 0.64 cfs @ 12.08 hrs, Volume= 0.051 of Primary = 0.64 cfs @ 12.08 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Link 2L: POA Hydrograph 0.7 o.6s, ---- --+- 04.� a.e1 -- ---- --+-----1--jnf [Ow AT66 112$2,al- ---- -- --` -`---- --1--L-J--1--L--1-- -- --`----1--L--1--J-- 0.55 -- r-,--r--�- -r-r-,--r--r-,--,--r--r-,--,--r--r-,--r--r-,-- � 0.4 r ,--r--r- r--r-,--r--r-,--T--r--r-,--r--r--r-7--r--r-,-- ' ------i--` ---`-,--1--L-J--1--L--1--,--i--`----1--L--1--J-- 0.150.1 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow ■ Primary Pre-Dev DA Cales Pre-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 8 Hydrograph for Link 2L: POA Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.50 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.50 0.00 0.00 0.00 12.00 0.43 0.00 0.43 12.50 0.15 0.00 0.15 13.00 0.09 0.00 0.09 13.50 0.07 0.00 0.07 14.00 0.06 0.00 0.06 14.50 0.05 0.00 0.05 15.00 0.04 0.00 0.04 15.50 0.04 0.00 0.04 16.00 0.04 0.00 0.04 16.50 0.03 0.00 0.03 17.00 0.03 0.00 0.03 17.50 0.03 0.00 0.03 18.00 0.03 0.00 0.03 18.50 0.03 0.00 0.03 19.00 0.03 0.00 0.03 19.50 0.02 0.00 0.02 20.00 0.02 0.00 0.02 20.50 0.02 0.00 0.02 21.00 0.02 0.00 0.02 21.50 0.02 0.00 0.02 22.00 0.02 0.00 0.02 22.50 0.02 0.00 0.02 23.00 0.02 0.00 0.02 23.50 0.02 0.00 0.02 24.00 0.02 0.00 0.02 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00 Time Inflow Elevation t 0.00 0.00 0.00 26.00 0.00 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 29.00 0.00 l 0.00 0.00 29.50 0.00 l 0.00 0.00 111 ttl 111 111 30.50 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 0.00 0.00 1 0.00 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 36.00 0.00 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 39.00 0.00 l 0.00 0.00 39.50 0.00 0.00 0.00 40.00 0.00 0.00 0.00 40.50 111 111 111 41.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 42.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 43.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 44.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 45.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 46.00 ttl 111 111 46.50 ttl 111 111 47.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 48.00 ttl 111 111 Pre-Dev DA Cales Pre-Dev DA HydroCAD Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 9 Time span=0.00-48.00 Ins, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Pre Dev DA to POA Runoff Area=1.282 ac 8.50% Impervious Runoff Depth=1.93" Tc=13.1 min CN-64 Runoff=3.32 cfs 0.207 of Link 2L: POA Inflow=3.32 cfs 0.207 of Primary=3.32 cfs 0.207 of Total Runoff Area = 1.282 ac Runoff Volume = 0.207 of Average Runoff Depth = 1.93" 91.50% Pervious = 1.173 ac 8.50% Impervious = 0.109 ac Pre-Dev DA Calcs Pre-Dev DA HydroCAD Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 10 Summary for Subcatchment 1S: Pre Dev DA to POA Runoff = 3.32 cfs @ 12.06 hrs, Volume= 0.207 af, Depth= 1.93" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Type H 24-hr 10-Year Rainfall=5.53" 0.109 98 Paved parldng, HSG B 1.173 61 >75% Grass cover, Good, HSG B 1.282 64 Weighted Average 1.173 91.50% Pervious Area 0.109 8.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 Direct Entry, Direct I I I I I I I I I I I I I I I I I I I I I I I r 4 I I I I I I N i;Z LL I I I I I I I I I I Subcatchment 1S: Pre Dev DA to POA Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ❑ Runotf I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Tyke �I 4-hr'.107Year_ I I I I I I I I I I I I I I I Rainfall"5.53 I I I I I I I I I I I I I I I RWnbff MeA=1.282 at I I I I I I I I I I I I I I I Ronpff',Vplom;e-.0.207 pf -T I I I I AunI iI I I off bpth-1.93" I I I I I I I I I I I I I I I 76=13J1 tinihI I I I I I I I I I I I I I I I I QN I=6'4 Time (hours) Pre-Dev DA Calcs Pre-Dev DA HydroCAD Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 11 Hydrograph for Subcatchment 1S: Pre Dev DA to POA Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 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 0.16 0.00 0.00 3.00 0.19 0.00 0.00 3.50 0.23 0.00 0.00 4.00 0.27 0.00 0.00 4.50 0.31 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 0.55 0.00 0.00 7.50 0.60 0.00 0.00 8.00 0.66 0.00 0.00 8.50 0.73 0.00 0.00 9.00 0.81 0.00 0.00 9.50 0.90 0.00 0.00 10.00 1.00 0.00 0.00 10.50 1.13 0.00 0.00 11.00 1.30 0.01 0.02 11.50 1.56 0.03 0.08 12.00 3.67 0.79 2.83 12.50 4.06 1.01 0.56 13.00 4.27 1.13 0.30 13.50 4.42 1.22 0.22 14.00 4.53 1.29 0.18 14.50 4.63 1.35 0.15 15.00 4.72 1.40 0.14 15.50 4.80 1.45 0.13 16.00 4.87 1.49 0.11 16.50 4.93 1.53 0.10 17.00 4.99 1.57 0.10 17.50 5.04 1.61 0.09 18.00 5.09 1.64 0.09 18.50 5.14 1.67 0.08 19.00 5.19 1.70 0.08 19.50 5.23 1.73 0.07 20.00 5.26 1.75 0.06 20.50 5.30 1.78 0.06 21.00 5.34 1.80 0.06 21.50 5.37 1.83 0.06 22.00 5.40 1.85 0.06 22.50 5.44 1.87 0.06 23.00 5.47 1.89 0.06 23.50 5.50 1.91 0.06 24.00 5.53 1.93 0.05 24.50 5.53 1.93 0.00 25.00 5.53 1.93 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 5.53 1.93 0.00 26.00 5.53 1.93 0.00 26.50 5.53 1.93 0.00 27.00 5.53 1.93 0.00 27.50 5.53 1.93 0.00 28.00 5.53 1.93 0.00 28.50 5.53 1.93 0.00 29.00 5.53 1.93 0.00 29.50 5.53 1.93 0.00 30.00 5.53 1.93 0.00 30.50 5.53 1.93 0.00 31.00 5.53 1.93 0.00 31.50 5.53 1.93 0.00 32.00 5.53 1.93 0.00 32.50 5.53 1.93 0.00 33.00 5.53 1.93 0.00 33.50 5.53 1.93 0.00 34.00 5.53 1.93 0.00 34.50 5.53 1.93 0.00 35.00 5.53 1.93 0.00 35.50 5.53 1.93 0.00 36.00 5.53 1.93 0.00 36.50 5.53 1.93 0.00 37.00 5.53 1.93 0.00 37.50 5.53 1.93 0.00 38.00 5.53 1.93 0.00 38.50 5.53 1.93 0.00 39.00 5.53 1.93 0.00 39.50 5.53 1.93 0.00 40.00 5.53 1.93 0.00 40.50 5.53 1.93 0.00 41.00 5.53 1.93 0.00 41.50 5.53 1.93 0.00 42.00 5.53 1.93 0.00 42.50 5.53 1.93 0.00 43.00 5.53 1.93 0.00 43.50 5.53 1.93 0.00 44.00 5.53 1.93 0.00 44.50 5.53 1.93 0.00 45.00 5.53 1.93 0.00 45.50 5.53 1.93 0.00 46.00 5.53 1.93 0.00 46.50 5.53 1.93 0.00 47.00 5.53 1.93 0.00 47.50 5.53 1.93 0.00 48.00 5.53 1.93 0.00 Pre-Dev DA HydroCAD Calcs Pre-Dev DA Cales Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 12 Summary for Link 2L: POA Inflow Area = 1.282 ac, 8.50% Impervious, Inflow Depth = 1.93" for 10-Year event Inflow = 3.32 cfs @ 12.06 firs, Volume= 0.207 of Primary = 3.32 cfs @ 12.06 hrs, Volume= 0.207 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Link 2L: POA Hydrograph I I I I I I I II II II I I I I I I I I I I I a.az Cls I I I I I I I I I I I I I I I I 332cf, I'n loanc'Area'1,282;ac I I I I I I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I p y 2 I I I I I I I I I LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ❑ Inflow ❑ Primary Pre-Dev DA Cales Pre-Dev DA HydroCAD Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 13 Hydrograph for Link 2L: POA Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.50 0.00 0.00 0.00 11.00 0.02 0.00 0.02 11.50 0.08 0.00 0.08 12.00 2.83 0.00 2.83 12.50 0.56 0.00 O.56 13.00 0.30 0.00 0.30 13.50 0.22 0.00 0.22 14.00 0.18 0.00 0.18 14.50 0.15 0.00 0.15 15.00 0.14 0.00 0.14 15.50 0.13 0.00 0.13 16.00 0.11 0.00 0.11 16.50 0.10 0.00 0.10 17.00 0.10 0.00 0.10 17.50 0.09 0.00 0.09 18.00 0.09 0.00 0.09 18.50 0.08 0.00 0.08 19.00 0.08 0.00 0.08 19.50 0.07 0.00 0.07 20.00 0.06 0.00 0.06 20.50 0.06 0.00 0.06 21.00 0.06 0.00 0.06 21.50 0.06 0.00 0.06 22.00 0.06 0.00 0.06 22.50 0.06 0.00 0.06 23.00 0.06 0.00 0.06 23.50 0.06 0.00 0.06 24.00 0.05 0.00 0.05 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00 Time Inflow Elevation t 0.00 0.00 0.00 26.00 0.00 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 29.00 0.00 l 0.00 0.00 29.50 0.00 l 0.00 0.00 111 ttl 111 111 30.50 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 0.00 0.00 1 0.00 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 36.00 0.00 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 39.00 0.00 l 0.00 0.00 39.50 0.00 0.00 0.00 40.00 0.00 0.00 0.00 40.50 111 111 111 41.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 42.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 43.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 44.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 45.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 46.00 ttl 111 111 46.50 ttl 111 111 47.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 48.00 ttl 111 111 Pre-Dev DA Cales Pre-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 14 Time span=0.00-48.00 Ins, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Pre Dev DA to POA Runoff Area=1.282 ac 8.50% Impervious Runoff Depth=4.65" Tc=13.1 min CN-64 Runoff=8.17 cfs 0.497 of Link 2L: POA Inflow=8.17 cfs 0.497 of Primary=8.17 cfs 0.497 of Total Runoff Area = 1.282 ac Runoff Volume = 0.497 of Average Runoff Depth = 4.65" 91.50% Pervious = 1.173 ac 8.50% Impervious = 0.109 ac Pre-Dev DA Calcs Pre-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD@ 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 15 Summary for Subcatchment 1S: Pre Dev DA to POA Runoff = 8.17 cfs @ 12.05 hrs, Volume= 0.497 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Type H 24-hr 100-Year Rainfall=9.07" 0.109 98 Paved parking, HSG B 1.173 61 >75% Grass cover, Good, HSG B 1.282 64 Weighted Average 1.173 91.50% Pervious Area 0.109 8.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 Direct Entry, Direct g a 7 6. n 4-- 3- 2- Subcatchment 1S: Pre Dev DA to POA Hydrograph 7 T F Type 11 '24-h� 1'100-Year -FRainfal M4:077- } Runoff A ,e�=1.282-at- "Onpff, Vp10m;e-.0.497 pf -- -- --r--r-------------r--r--r------ Aunoff bipthT4.65" 1 6=1'i tmh- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Pre-Dev DA Calcs Pre-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 16 Hydrograph for Subcatchment 1S: Pre Dev DA to POA Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.05 0.00 0.00 1.00 0.10 0.00 0.00 1.50 0.15 0.00 0.00 2.00 0.20 0.00 0.00 2.50 0.26 0.00 0.00 3.00 0.31 0.00 0.00 3.50 0.37 0.00 0.00 4.00 0.44 0.00 0.00 4.50 0.50 0.00 0.00 5.00 0.57 0.00 0.00 5.50 0.65 0.00 0.00 6.00 0.73 0.00 0.00 6.50 0.81 0.00 0.00 7.00 0.90 0.00 0.00 7.50 0.99 0.00 0.00 8.00 1.09 0.00 0.00 8.50 1.20 0.00 0.00 9.00 1.33 0.01 0.02 9.50 1.48 0.02 0.04 10.00 1.64 0.04 0.06 10.50 1.85 0.08 0.11 11.00 2.13 0.15 0.19 11.50 2.57 0.29 0.39 12.00 6.01 2.27 7.30 12.50 6.67 2.75 1.23 13.00 7.00 3.00 0.63 13.50 7.25 3.19 0.47 14.00 7.44 3.34 0.37 14.50 7.60 3.46 0.32 15.00 7.74 3.58 0.29 15.50 7.87 3.68 0.26 16.00 7.98 3.77 0.23 16.50 8.08 3.85 0.21 17.00 8.18 3.92 0.20 17.50 8.27 4.00 0.19 18.00 8.35 4.07 0.18 18.50 8.43 4.13 0.16 19.00 8.51 4.19 0.15 19.50 8.57 4.24 0.14 20.00 8.63 4.29 0.13 20.50 8.69 4.34 0.12 21.00 8.75 4.39 0.12 21.50 8.81 4.43 0.12 22.00 8.86 4.48 0.12 22.50 8.92 4.52 0.11 23.00 8.97 4.57 0.11 23.50 9.02 4.61 0.11 24.00 9.07 4.65 0.11 24.50 9.07 4.65 0.00 25.00 9.07 4.65 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 9.07 4.65 0.00 26.00 9.07 4.65 0.00 26.50 9.07 4.65 0.00 27.00 9.07 4.65 0.00 27.50 9.07 4.65 0.00 28.00 9.07 4.65 0.00 28.50 9.07 4.65 0.00 29.00 9.07 4.65 0.00 29.50 9.07 4.65 0.00 30.00 9.07 4.65 0.00 30.50 9.07 4.65 0.00 31.00 9.07 4.65 0.00 31.50 9.07 4.65 0.00 32.00 9.07 4.65 0.00 32.50 9.07 4.65 0.00 33.00 9.07 4.65 0.00 33.50 9.07 4.65 0.00 34.00 9.07 4.65 0.00 34.50 9.07 4.65 0.00 35.00 9.07 4.65 0.00 35.50 9.07 4.65 0.00 36.00 9.07 4.65 0.00 36.50 9.07 4.65 0.00 37.00 9.07 4.65 0.00 37.50 9.07 4.65 0.00 38.00 9.07 4.65 0.00 38.50 9.07 4.65 0.00 39.00 9.07 4.65 0.00 39.50 9.07 4.65 0.00 40.00 9.07 4.65 0.00 40.50 9.07 4.65 0.00 41.00 9.07 4.65 0.00 41.50 9.07 4.65 0.00 42.00 9.07 4.65 0.00 42.50 9.07 4.65 0.00 43.00 9.07 4.65 0.00 43.50 9.07 4.65 0.00 44.00 9.07 4.65 0.00 44.50 9.07 4.65 0.00 45.00 9.07 4.65 0.00 45.50 9.07 4.65 0.00 46.00 9.07 4.65 0.00 46.50 9.07 4.65 0.00 47.00 9.07 4.65 0.00 47.50 9.07 4.65 0.00 48.00 9.07 4.65 0.00 Pre-Dev DA Cales Pre-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 17 Summary for Link 2L: POA Inflow Area = 1.282 ac, 8.50% Impervious, Inflow Depth = 4.65" for 100-Year event Inflow = 8.17 cfs @ 12.05 firs, Volume= 0.497 of Primary = 8.17 cfs @ 12.05 hrs, Volume= 0.497 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Link 2L: POA Hydrograph ---- -- -- ---- I I I I ------'--'--�---------�------ - -- -- --- -I I I I I I I I I I I I I I I I 9 I'nflow'IArea;1;2g2'la6 8 I I I I _________________________________________________ I I I I I I I I I I I I I I I 7 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 6 I I I I I I I I I I I I I I I I I I I I I 5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I I I I I 0 LL 4-- 3- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow —11 ■ Primary Pre-Dev DA Cales Pre-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 18 Hydrograph for Link 2L: POA Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.02 0.00 0.02 9.50 0.04 0.00 0.04 10.00 0.06 0.00 0.06 10.50 0.11 0.00 0.11 11.00 0.19 0.00 0.19 11.50 0.39 0.00 0.39 12.00 7.30 0.00 7.30 12.50 1.23 0.00 1.23 13.00 0.63 0.00 0.63 13.50 0.47 0.00 0.47 14.00 0.37 0.00 0.37 14.50 0.32 0.00 0.32 15.00 0.29 0.00 0.29 15.50 0.26 0.00 0.26 16.00 0.23 0.00 0.23 16.50 0.21 0.00 0.21 17.00 0.20 0.00 0.20 17.50 0.19 0.00 0.19 18.00 0.18 0.00 0.18 18.50 0.16 0.00 0.16 19.00 0.15 0.00 0.15 19.50 0.14 0.00 0.14 20.00 0.13 0.00 0.13 20.50 0.12 0.00 0.12 21.00 0.12 0.00 0.12 21.50 0.12 0.00 0.12 22.00 0.12 0.00 0.12 22.50 0.11 0.00 0.11 23.00 0.11 0.00 0.11 23.50 0.11 0.00 0.11 24.00 0.11 0.00 0.11 24.50 0.00 0.00 0.00 25.00 0.00 0.00 0.00 Time Inflow Elevation t 0.00 0.00 0.00 26.00 0.00 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 29.00 0.00 l 0.00 0.00 29.50 0.00 l 0.00 0.00 111 ttl 111 111 30.50 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 0.00 0.00 1 0.00 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 36.00 0.00 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 39.00 0.00 l 0.00 0.00 39.50 0.00 0.00 0.00 40.00 0.00 0.00 0.00 40.50 111 111 111 41.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 42.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 43.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 44.00 11 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 45.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 46.00 ttl 111 111 46.50 ttl 111 111 47.00 0.00 l 0.00 0.00 1 0.00 l 0.00 0.00 48.00 ttl 111 111 LEGEND ® POST DEV IMPERVIOUS Post-Dev DA to MC-3500 Post-Dev DA to SC-310 TO STORMTECH MC-3500 S AC ^/a S AC POST DEV TURF Building & Pavement 51,313 1.18 61.4 Building & Pavement 788 0.02 TO STORMTECH MC-3500 ® POST DEV IMPERVIOUS Impervious 51,313 1.18 61.4 Impervious 788 0.02 TO STORMTECH SC-310 Turf 29,247 0.67 35.0 Turf 6,170 0.15 POST DEV TURF TO STORMTECH SC-310 Total Drainage Area 80,560 1.85 96.4 Weighted CN 85 Total Drainage Area 6,958 0.17 POST DEV DA TO MC-3500 Total Property 83,557 1.92 100.0 Total Property 83,557 1.92 POST DEV DA TO SC-310 BELVEDERE BLVD. VARIABLE WIDTH R/W POST DEV DA TO. DB 3772 PC 366 POST 0 ---- -.AfR 1.849AC 11 , p MAN FAIR or, F1100 Am 14A FJO, E, A10 0A A j SMWEYNNPERING, P.C. ENG6YE "G-IANOPlAMYGYG-FRiNCT MANAGEMENT (434) 227-5140 ./. �rpl,,,,, , A FA dw I%%%/.%//.%/rrI00Al Ili +' r yo r & r \4J r y OS a� EW d,UR r +' y a. p r y /ry / r y' OSTrDEV WP T i a ayy y" r ey y r Cv-350f1 6REA>1.1:8ACy y- - %r d / y r r� - � y / r y r .v jJ J6,1 9S.\ y r I y • Jy � \ .( r — / — EX. VARIABLE MOTH . / \ 1 30 / 0 / / J0 / / 60 0 999 Rio Road POST-DEVELOPEMENT DRAINAGE AREA MAP Scale: REVISION DATE: 01-07-2021 1 "=30, Post Dev DA SC-310 oft StormTech SC-310 = Subcat [Reach]and 1,1r11C G Post ev DA to C-3500 StormTech MC-3500 Post-Dev DA HydroCAD Calcs Post-Dev DA Cues Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.821 61 >75% Grass cover, Good, HSG B (1S, 2S) 1.197 98 Paved parking, HSG B (1S, 2S) 2.018 83 TOTAL AREA Post-Dev DA HydroCAD Calcs Post-DCv DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 2.018 HSG B 1S, 2S 0.000 HSG C 0.000 HSG D 0.000 Other 2.018 TOTAL AREA Post-Dev DA HydroCAD Calcs Post-Dev DA Cates Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 4 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Dim/Width Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 113 465.30 465.00 45.4 0.0066 0.015 15.0 0.0 0.0 2 2P 464.15 464.02 28.7 0.0045 0.015 15.0 0.0 0.0 Post-Dev DA Cales Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 5 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Link 1L: POA hdlow=0.11 cfs 0.194 of Primary--O. 11 cfs 0.194 of Pond 1P: StormTech MC-3500 Subcatchment 1S: Post Dev DA to MC-3500 Pond 2P: StormTech SC-310 Subcatchment 2S: Post Dev DA to SC-310 Peak Elev--466.92' Storage-O. 171 of Inflow=5.32 cfs 0.247 of Outflow=0.09 cfs 0.187 of Runoff Area=1.849 ac 63.71 % Impervious Runoff Depth=1.61" Tc=5.0 min CN=85 Runoff=5.32 cfs 0.247 of Peak ffiev=464.37' Storage--0.002 of h flow=0.14 cfs 0.007 of Outflow=0.03 cfs 0.007 of Runoff Area=0.169 ac 11.24% Impervious Runoff Depth=0.52" Tc=5.0 min CN=65 Runoff--0.14 cfs 0.007 of Total Runoff Area = 2.018 ac Runoff Volume = 0.255 of Average Runoff Depth = 1.51" 40.68% Pervious = 0.821 ac 59.32% Impervious =1.197 ac Post-Dev DA HydroCAD Calcs Post-Dev DA Cates Type II24-hr I -Year Rainfall=3.02" Prepared by SHINIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 6 Summary for Link 1L: POA Inflow Area = 2.018 ac, 59.32% Impervious, Inflow Depth > 1.15" for 1-Year event Inflow = 0.11 cfs @ 12.50 hrs, Volume= 0.194 of Primary = 0.11 cfs @ 12.50 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Link 1L: POA Hydrograph ---- -- -- - -- -- ------`---- -- -- ---- -- -- ---- -- ---- -- I r_r__T--r-r-l--T--r--I--T--r--Il__ 0.12 I o.n CIS I I I I I I I I I I I I I I I I I 0.115 0.11 1 -r __1__�__�__I__ -T O11 cis -r -I -r -r -r-r-r-J��J��r�rpp-r��--f�Yn{{aI -7 I__�__�__I___1__�nff�,'Sre6i2'�F81a--- 0.1 ' I I I I I I ____I__0095 009 .85 ' I I I I I I I I I I I , ' 0.08 i ' � I - I I I I I I I I I I I I I I I 0.075 � _1 _a _� _1 _4 _I _a _4 _I__a a _ti _1 _a N 0.07 -0.065 3 0.06 . 1 _ 1__�__r__. __r__I__r__r__r_r__r__r_ I I I __I__r__r__I__-__ 00.055 ,' LL 0.05 _-1__r__T___ 00.04 ,' I 1 1 1 1 1 I 1 1 1 1 0.04 r_r__r__ __r_I_-r_-T_-r-r_-T_-r_-IrT_ 0.035 1 1 1 1 1 1 1 0.03 0.025 '• 1 1 1 1 1 1 1 1 0.02 0.015 ' ' I I I I I I I I I I I I I I I 0.01 0.005 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ 1- ■ Primary Post-Dev DA Cates Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 7 Hydrograph for Link 1L: POA Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.50 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.50 0.00 0.00 0.00 12.00 0.08 0.00 0.08 12.50 0.11 0.00 0.11 13.00 0.10 0.00 0.10 13.50 0.10 0.00 0.10 14.00 0.10 0.00 0.10 14.50 0.10 0.00 0.10 15.00 0.10 0.00 0.10 15.50 0.10 0.00 0.10 16.00 0.10 0.00 0.10 16.50 0.10 0.00 0.10 17.00 0.10 0.00 0.10 17.50 0.10 0.00 0.10 18.00 0.10 0.00 0.10 18.50 0.10 0.00 0.10 19.00 0.10 0.00 0.10 19.50 0.10 0.00 0.10 20.00 0.10 0.00 0.10 20.50 0.10 0.00 0.10 21.00 0.09 0.00 0.09 21.50 0.09 0.00 0.09 22.00 0.09 0.00 0.09 22.50 0.09 0.00 0.09 23.00 0.09 0.00 0.09 23.50 0.09 0.00 0.09 24.00 0.09 0.00 0.09 24.50 0.09 0.00 0.09 25.00 0.09 0.00 0.09 Time Inflow Elevation (hours) (cfs) (feet) (cfs) 25.50 0.08 0.00 0.08 26.00 0.08 0.00 0.08 26.50 0.08 0.00 0.08 27.00 0.08 0.00 0.08 27.50 0.08 0.00 0.08 28.00 0.07 0.00 0.07 28.50 0.07 0.00 0.07 29.00 0.07 0.00 0.07 29.50 0.07 0.00 0.07 30.00 0.07 0.00 0.07 30.50 0.07 0.00 0.07 31.00 0.06 0.00 0.06 31.50 0.06 0.00 0.06 32.00 0.06 0.00 0.06 32.50 0.06 0.00 0.06 33.00 0.06 0.00 0.06 33.50 0.06 0.00 0.06 34.00 0.05 0.00 0.05 34.50 0.05 0.00 0.05 35.00 0.05 0.00 0.05 35.50 0.05 0.00 0.05 36.00 0.05 0.00 0.05 36.50 0.05 0.00 0.05 37.00 0.05 0.00 0.05 37.50 0.04 0.00 0.04 38.00 0.04 0.00 0.04 38.50 0.04 0.00 0.04 39.00 0.04 0.00 0.04 39.50 0.04 0.00 0.04 40.00 0.04 0.00 0.04 40.50 0.03 0.00 0.03 41.00 0.03 0.00 0.03 41.50 0.03 0.00 0.03 42.00 0.03 0.00 0.03 42.50 0.03 0.00 0.03 43.00 0.03 0.00 0.03 43.50 0.02 0.00 0.02 44.00 0.02 0.00 0.02 44.50 0.02 0.00 0.02 45.00 0.02 0.00 0.02 45.50 0.02 0.00 0.02 46.00 0.02 0.00 0.02 46.50 0.01 0.00 0.01 47.00 0.01 0.00 0.01 47.50 0.01 0.00 0.01 48.00 0.01 0.00 0.01 Post-Dev DA HydroCAD Calcs Post-Dev DA Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SH(NIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 8 Summary for Pond 1P: StormTech MC-3500 Inflow Area = 1.849 ac, 63.71% Impervious, Inflow Depth = 1.61" for 1-Year event Inflow = 5.32 cfs @ 11.96 hrs, Volume= 0.247 of Outflow = 0.09 cfs @ 17.07 hrs, Volume= 0.187 af, Atten= 98%, Lag-- 306.8 min Primary = 0.09 cfs @ 17.07 hrs, Volume= 0.187 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Peak Elev= 466.92' @ 17.07 firs Surf.Area= 0.090 ac Storage= 0.171 of Plug -Flow detention time= 807.7 min calculated for 0.187 of (75% of inflow) Center -of -Mass det. time= 715.3 min (1,540.0 - 824.6 ) Volume Invert Avail.Storaee Storage Descriotion #1 463.80' 0.222 of 64.47'W x 60.58'L x 8.00'11 Stone Storage 0.717 of Overall - 0.163 of Embedded = 0.555 of x 40.0% Voids #2 465.30' 0.004 of 18.0" D x 93.6'L Pipe Storage #3 465.30' 0.158 of StormTech MC-3500 b x 61 Inside #1 Effective Size= 71.0"W x 45.0"H => 15.77 sf x 7.17'L = 113.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap #4 465.30' 0.004 of StormTech MC-3500 Cap x 12 Inside #1 Effective Size= 48.2"W x 44.0"H => 8.30 sf x 1.88'L = 15.6 cf Overall Size= 71.0"W x 45.0"H x 2.21'L with 0.33' Overlap 0.388 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 465.30' 15.0" Round Culvert L= 45.4' Ke= 0.400 Inlet / Outlet Invert= 465.30' / 465.00' S= 0.0066 'f Cc= 0.900 n= 0.015 #2 Device 1 465.30' 1.7" Vert. Orifice/Grate-(1-YR) C=0.600 #3 Device 1 467.57' 8.6" Vert. Orifice/Grate(10-YR) C=0.600 #4 Device 1 470.40' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #5 Primary 470.30' 30.0" x 30.0" Horiz. Emergency Grate C= 0.600 Limited to weir flow at low heads ary Outflow Max-0.09 cfs @ 17.07 hrs HW=466.92' (Free Discharge) 1=Culvert (Passes 0.09 cfs of 5.06 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.09 cfs @ 5.99 fps) 3=Orificce/Grate(10-YR) ( Controls 0.00 cfs) =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) =Emergency Grate ( Controls 0.00 cfs) Post-Dev DA Cates Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 9 Pond 1P: StormTech MC-3500 Hydrograph I I I I I I I I I I I I I I I I I I I I I I .Inflow 0 Prima I I I I s.32 Gf8 I I I I I I I I I I I I I I I I I ry r 1--;--r----I'bw'rkrea;1;89;1a� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 5 :PO;Rk FIOV_466.921 I I I I I I I I I I I I I Storage=0';1 71I of 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I __1--J--1--L--1 --1--L--1--J--1--L--1--J--1--L--1--J--1--L--1--J--1-- q I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cates Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 10 Hydrograph for Pond 1P: StonnTech MC-3500 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 463.80 0.00 0.50 0.00 0.000 463.80 0.00 1.00 0.00 0.000 463.80 0.00 1.50 0.00 0.000 463.80 0.00 2.00 0.00 0.000 463.80 0.00 2.50 0.00 0.000 463.80 0.00 3.00 0.00 0.000 463.80 0.00 3.50 0.00 0.000 463.80 0.00 4.00 0.00 0.000 463.80 0.00 4.50 0.00 0.000 463.80 0.00 5.00 0.00 0.000 463.80 0.00 5.50 0.00 0.000 463.80 0.00 6.00 0.00 0.000 463.80 0.00 6.50 0.00 0.000 463.80 0.00 7.00 0.00 0.000 463.80 0.00 7.50 0.00 0.000 463.80 0.00 8.00 0.00 0.000 463.80 0.00 8.50 0.01 0.000 463.80 0.00 9.00 0.02 0.001 463.82 0.00 9.50 0.02 0.001 463.84 0.00 10.00 0.04 0.003 463.88 0.00 10.50 0.07 0.005 463.93 0.00 11.00 0.12 0.008 464.04 0.00 11.50 0.24 0.016 464.23 0.00 12.00 4.64 0.100 465.92 0.06 12.50 0.45 0.142 466.49 0.08 13.00 0.28 0.153 466.64 0.09 13.50 0.22 0.159 466.74 0.09 14.00 0.17 0.163 466.80 0.09 14.50 0.15 0.166 466.84 0.09 15.00 0.14 0.169 466.88 0.09 15.50 0.12 0.170 466.90 0.09 16.00 0.11 0.171 466.91 0.09 16.50 0.10 0.171 466.92 0.09 17.00 0.10 0.171 466.92 0.09 17.50 0.09 0.171 466.92 0.09 18.00 0.08 0.171 466.91 0.09 18.50 0.08 0.171 466.91 0.09 19.00 0.07 0.170 466.90 0.09 19.50 0.07 0.169 466.88 0.09 20.00 0.06 0.168 466.86 0.09 20.50 0.06 0.166 466.84 0.09 21.00 0.06 0.165 466.82 0.09 21.50 0.06 0.164 466.80 0.09 22.00 0.06 0.162 466.78 0.09 22.50 0.06 0.161 466.76 0.09 23.00 0.05 0.159 466.74 0.09 23.50 0.05 0.158 466.72 0.09 24.00 0.05 0.157 466.70 0.09 24.50 0.00 0.153 466.65 0.09 25.00 0.00 0.150 466.60 0.08 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.146 466.56 0.08 26.00 0.00 0.143 466.51 0.08 26.50 0.00 0.140 466.46 0.08 27.00 0.00 0.136 466.42 0.08 27.50 0.00 0.133 466.37 0.08 28.00 0.00 0.130 466.33 0.07 28.50 0.00 0.127 466.29 0.07 29.00 0.00 0.124 466.25 0.07 29.50 0.00 0.121 466.21 0.07 30.00 0.00 0.118 466.17 0.07 30.50 0.00 0.116 466.13 0.07 31.00 0.00 0.113 466.10 0.06 31.50 0.00 0.110 466.06 0.06 32.00 0.00 0.108 466.03 0.06 32.50 0.00 0.105 465.99 0.06 33.00 0.00 0.103 465.96 0.06 33.50 0.00 0.100 465.93 0.06 34.00 0.00 0.098 465.90 0.05 34.50 0.00 0.096 465.87 0.05 35.00 0.00 0.094 465.84 0.05 35.50 0.00 0.092 465.81 0.05 36.00 0.00 0.090 465.78 0.05 36.50 0.00 0.088 465.75 0.05 37.00 0.00 0.086 465.73 0.05 37.50 0.00 0.084 465.70 0.04 38.00 0.00 0.082 465.68 0.04 38.50 0.00 0.080 465.66 0.04 39.00 0.00 0.079 465.64 0.04 39.50 0.00 0.077 465.61 0.04 40.00 0.00 0.076 465.59 0.04 40.50 0.00 0.074 465.57 0.03 41.00 0.00 0.073 465.56 0.03 41.50 0.00 0.071 465.54 0.03 42.00 0.00 0.070 465.52 0.03 42.50 0.00 0.069 465.51 0.03 43.00 0.00 0.068 465.49 0.03 43.50 0.00 0.067 465.48 0.02 44.00 0.00 0.066 465.46 0.02 44.50 0.00 0.065 465.45 0.02 45.00 0.00 0.064 465.44 0.02 45.50 0.00 0.063 465.43 0.02 46.00 0.00 0.063 465.42 0.02 46.50 0.00 0.062 465.41 0.01 47.00 0.00 0.061 465.40 0.01 47.50 0.00 0.061 465.40 0.01 48.00 0.00 0.060 465.39 0.01 Post-Dev DA Cates Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 11 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 5.32 cfs @ 11.96 hrs, Volume= 0.247 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Type H 24-hr 1-Year Rainfall=3.02" 1.178 98 Paved parldng, HSG B * 0.671 61 >75% Grass cover, Good, HSG B 1.849 85 Weighted Average 0.671 36.29% Pervious Area 1.178 63.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Post Dev DA to MC-3500 Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ■ RunoH I I I I I I I I I I I I I I I I I I I I I I I I I I I rj�ag I I I I I I I I I I I I I I I I I A,2_h'Ir q'I bear kai6fa11"3.02lr, I I I I I I I I I I I I I I I I I I I I I I 'Runoff Are6_1.849-ah 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ----- i--------1iunoff'Dopth_1.6t�' 3 I I I I I I I I I I I I I 3 I I I I I I I I I I I I I I I I I I I I■/�, I Iy^ s Tc=5.0 Min LL I I I I I I I I I I I I I I I I I I IV= -I -I I -I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _L _I _I _J _A _1 I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cales Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 12 Hydrograph for Subeatchment 1S: Post Dev DA to MC-3500 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.03 0.00 0.00 1.50 0.05 0.00 0.00 2.00 0.07 0.00 0.00 2.50 0.08 0.00 0.00 3.00 0.10 0.00 0.00 3.50 0.12 0.00 0.00 4.00 0.14 0.00 0.00 4.50 0.17 0.00 0.00 5.00 0.19 0.00 0.00 5.50 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.50 0.27 0.00 0.00 7.00 0.30 0.00 0.00 7.50 0.33 0.00 0.00 8.00 0.36 0.00 0.00 8.50 0.40 0.00 0.01 9.00 0.44 0.00 0.02 9.50 0.49 0.01 0.02 10.00 0.55 0.02 0.04 10.50 0.62 0.03 0.07 11.00 0.71 0.06 0.12 11.50 0.85 0.11 0.24 12.00 2.00 0.80 4.64 12.50 2.22 0.96 0.45 13.00 2.33 1.05 0.28 13.50 2.41 1.11 0.22 14.00 2.48 1.16 0.17 14.50 2.53 1.20 0.15 15.00 2.58 1.24 0.14 15.50 2.62 1.27 0.12 16.00 2.66 1.31 0.11 16.50 2.69 1.33 0.10 17.00 2.72 1.36 0.10 17.50 2.75 1.38 0.09 18.00 2.78 1.41 0.08 18.50 2.81 1.43 0.08 19.00 2.83 1.45 0.07 19.50 2.85 1.47 0.07 20.00 2.88 1.48 0.06 20.50 2.89 1.50 0.06 21.00 2.91 1.52 0.06 21.50 2.93 1.53 0.06 22.00 2.95 1.55 0.06 22.50 2.97 1.56 0.06 23.00 2.99 1.58 0.05 23.50 3.00 1.59 0.05 24.00 3.02 1.61 0.05 24.50 3.02 1.61 0.00 25.00 3.02 1.61 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 3.02 1.61 0.00 26.00 3.02 1.61 0.00 26.50 3.02 1.61 0.00 27.00 3.02 1.61 0.00 27.50 3.02 1.61 0.00 28.00 3.02 1.61 0.00 28.50 3.02 1.61 0.00 29.00 3.02 1.61 0.00 29.50 3.02 1.61 0.00 30.00 3.02 1.61 0.00 30.50 3.02 1.61 0.00 31.00 3.02 1.61 0.00 31.50 3.02 1.61 0.00 32.00 3.02 1.61 0.00 32.50 3.02 1.61 0.00 33.00 3.02 1.61 0.00 33.50 3.02 1.61 0.00 34.00 3.02 1.61 0.00 34.50 3.02 1.61 0.00 35.00 3.02 1.61 0.00 35.50 3.02 1.61 0.00 36.00 3.02 1.61 0.00 36.50 3.02 1.61 0.00 37.00 3.02 1.61 0.00 37.50 3.02 1.61 0.00 38.00 3.02 1.61 0.00 38.50 3.02 1.61 0.00 39.00 3.02 1.61 0.00 39.50 3.02 1.61 0.00 40.00 3.02 1.61 0.00 40.50 3.02 1.61 0.00 41.00 3.02 1.61 0.00 41.50 3.02 1.61 0.00 42.00 3.02 1.61 0.00 42.50 3.02 1.61 0.00 43.00 3.02 1.61 0.00 43.50 3.02 1.61 0.00 44.00 3.02 1.61 0.00 44.50 3.02 1.61 0.00 45.00 3.02 1.61 0.00 45.50 3.02 1.61 0.00 46.00 3.02 1.61 0.00 46.50 3.02 1.61 0.00 47.00 3.02 1.61 0.00 47.50 3.02 1.61 0.00 48.00 3.02 1.61 0.00 Post-Dev DA Cates Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 13 Summary for Pond 2P: StormTech SC-310 Inflow Area = 0.169 ac, 11.24% Impervious, Inflow Depth = 0.52" for 1-Year event Inflow = 0.14 cfs @ 11.98 hrs, Volume= 0.007 of Outflow = 0.03 cfs @ 12.15 hrs, Volume= 0.007 af, Atten= 77%, Lag-- 10.0 min Primary = 0.03 cfs @ 12.15 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 464.37' @ 12.15 hrs Surf.Area= 0.007 ac Storage= 0.002 of Plug -Flow detention time= 49.3 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 49.6 min ( 947.9 - 898.3 ) Volume Invert Avail.Storaee Storaee Description #1 464.15' 0.029 of STONE STORAGE (Prismatic) Listed below (Recalc) 0.032 of Overall - 0.002 of Embedded = 0.029 of #2 465.65' 0.002 of StormTech SC-310 x 7 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3 464.15' 0.001 of 15.0" D x 18.6'L Pipe Storage 0.032 of Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 464.15 0.007 0.000 0.000 468.65 0.007 0.032 0.032 Device Routing Invert Outlet Devices #1 Primary 464.15' 15.0" Round Culvert L= 28.7' Ke= 0.600 Inlet / Outlet Invert= 464.15' / 464.02' S= 0.0045 7 Cc= 0.900 n= 0.015 #2 Device 1 464.15' 1.8" Vert. Orifice/Grate-(1-YR) C=0.600 #3 Device 1 467.80' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #4 Primary 467.00' 5.0" Vert. Orifice/Grate(10-YR) C=0.600 Primary Outflow Max=0.03 cfs @ 12.15 hrs HW=464.37' (Free Discharge) 1=Culvert (Passes 0.03 cfs of 0.14 cfs potential flow) E2=Orifice/Grate-(1-YR) (Orifice Controls 0.03 cfs @ 1.81 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) =OrMce1Grate(10-YR) ( Controls 0.00 cfs) Post-Dev DA HydroCAD Calcs Post-Dev DA Cates Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 14 Pond 2P: StormTech SC-310 I I I I I I I I I I I I I I I I I I I I I I I I__1__r__r_ ____r____1__T__r_1__7__r__I__1__T__r__I__ 0.15 I I I I Oe4 ds I I I I I I I I I I I I I I I I I ■ Primary i L_J L__I__J__1__L_J__ F ` J L __ y 0.14 0.13 I__�--T__r_r r-_i _I__r__r_r _r__r--�IIi-r-- r--r---- --r - -i -�-- , 0.12 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �L-�� yI �1uIs I I I /I� I 0.11__r__r_r__r__r__V LFJIIP ei�D� I I I I � I. I I I 0.1 I I I I I I I I I I I I I I I I I I I I I I ________________________________________________ � 0 09 I I I I I I I I I I I I I I I I I I I I I I a I I I I I I I I I I I I I I I I I I I 0.08 I I I I I I I I I I I I I I I I I I I I I I O0.07 I I I I I I I I I I I I I I I I I I I I I I LL I I I I I I I I I I I I I I I I I I I i I I I 0'06 I I I I I I I I I I I I I I I I I I I I I I 0.05 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - - 0.04 o. Qi 416 I I I I I I I I I I I I I I I I I 0.03 0.02 _ Irrr_rrr� _�rrIr_ _ I I I I I I I 0.0, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cates Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 15 Hydrograph for Pond 2P: StonnTech SC-310 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 464.15 0.00 0.50 0.00 0.000 464.15 0.00 1.00 0.00 0.000 464.15 0.00 1.50 0.00 0.000 464.15 0.00 2.00 0.00 0.000 464.15 0.00 2.50 0.00 0.000 464.15 0.00 3.00 0.00 0.000 464.15 0.00 3.50 0.00 0.000 464.15 0.00 4.00 0.00 0.000 464.15 0.00 4.50 0.00 0.000 464.15 0.00 5.00 0.00 0.000 464.15 0.00 5.50 0.00 0.000 464.15 0.00 6.00 0.00 0.000 464.15 0.00 6.50 0.00 0.000 464.15 0.00 7.00 0.00 0.000 464.15 0.00 7.50 0.00 0.000 464.15 0.00 8.00 0.00 0.000 464.15 0.00 8.50 0.00 0.000 464.15 0.00 9.00 0.00 0.000 464.15 0.00 9.50 0.00 0.000 464.15 0.00 10.00 0.00 0.000 464.15 0.00 10.50 0.00 0.000 464.15 0.00 11.00 0.00 0.000 464.15 0.00 11.50 0.00 0.000 464.15 0.00 12.00 0.13 0.001 46431 0.02 12.50 0.02 0.001 464.34 0.03 13.00 0.01 0.001 464.28 0.02 13.50 0.01 0.001 464.25 0.01 14.00 0.01 0.001 464.23 0.01 14.50 0.01 0.001 464.22 0.01 15.00 0.01 0.000 464.22 0.01 15.50 0.01 0.000 464.21 0.01 16.00 0.00 0.000 464.21 0.01 16.50 0.00 0.000 464.20 0.00 17.00 0.00 0.000 464.20 0.00 17.50 0.00 0.000 464.20 0.00 18.00 0.00 0.000 464.20 0.00 18.50 0.00 0.000 464.20 0.00 19.00 0.00 0.000 464.20 0.00 19.50 0.00 0.000 464.20 0.00 20.00 0.00 0.000 464.19 0.00 20.50 0.00 0.000 464.19 0.00 21.00 0.00 0.000 464.19 0.00 21.50 0.00 0.000 464.19 0.00 22.00 0.00 0.000 464.19 0.00 22.50 0.00 0.000 464.19 0.00 23.00 0.00 0.000 464.19 0.00 23.50 0.00 0.000 464.19 0.00 24.00 0.00 0.000 464.19 0.00 24.50 0.00 0.000 464.18 0.00 25.00 0.00 0.000 464.17 0.00 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.000 464.16 0.00 26.00 0.00 0.000 464.16 0.00 26.50 0.00 0.000 464.16 0.00 27.00 0.00 0.000 464.15 0.00 27.50 0.00 0.000 464.15 0.00 28.00 0.00 0.000 464.15 0.00 28.50 0.00 0.000 464.15 0.00 29.00 0.00 0.000 464.15 0.00 29.50 0.00 0.000 464.15 0.00 30.00 0.00 0.000 464.15 0.00 30.50 0.00 0.000 464.15 0.00 31.00 0.00 0.000 464.15 0.00 31.50 0.00 0.000 464.15 0.00 32.00 0.00 0.000 464.15 0.00 32.50 0.00 0.000 464.15 0.00 33.00 0.00 0.000 464.15 0.00 33.50 0.00 0.000 464.15 0.00 34.00 0.00 0.000 464.15 0.00 34.50 0.00 0.000 464.15 0.00 35.00 0.00 0.000 464.15 0.00 35.50 0.00 0.000 464.15 0.00 36.00 0.00 0.000 464.15 0.00 36.50 0.00 0.000 464.15 0.00 37.00 0.00 0.000 464.15 0.00 37.50 0.00 0.000 464.15 0.00 38.00 0.00 0.000 464.15 0.00 38.50 0.00 0.000 464.15 0.00 39.00 0.00 0.000 464.15 0.00 39.50 0.00 0.000 464.15 0.00 40.00 0.00 0.000 464.15 0.00 40.50 0.00 0.000 464.15 0.00 41.00 0.00 0.000 464.15 0.00 41.50 0.00 0.000 464.15 0.00 42.00 0.00 0.000 464.15 0.00 42.50 0.00 0.000 464.15 0.00 43.00 0.00 0.000 464.15 0.00 43.50 0.00 0.000 464.15 0.00 44.00 0.00 0.000 464.15 0.00 44.50 0.00 0.000 464.15 0.00 45.00 0.00 0.000 464.15 0.00 45.50 0.00 0.000 464.15 0.00 46.00 0.00 0.000 464.15 0.00 46.50 0.00 0.000 464.15 0.00 47.00 0.00 0.000 464.15 0.00 47.50 0.00 0.000 464.15 0.00 48.00 0.00 0.000 464.15 0.00 Post-Dev DA Calcs Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 16 Summary for Subcatchment 2S: Post Dev DA to SC-310 Runoff = 0.14 cfs @ 11.98 hrs, Volume= 0.007 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Type H 24-hr 1-Year Rainfall=3.02" 0.150 61 >75% Grass cover, Good, HSG B 0.019 98 Paved parking, HSG B 0.169 65 Weighted Average 0.150 88.76% Pervious Area 0.019 11.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC 0.15 0.14 I 0.13 0.12 0.11 I I I I II 0.1 0.os I I .� I I 3: 'I 3 0.07 LL --I--L--J--,_ I I I I 0.06 0.05 I I I 0.04 0.03 --i--I---i-- 0.02 --I I 0.01 Subcatchment 2S: Post Dev DA to SC-310 Hydrograph I I I I I I I I I I I I I I I I I I a �{g I type I1ll124-h� t=Year y--+__F______—y--+--+_—~--I--_I__y__+__+__I__ Rainfa11=�3.O21 ------------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4-07 hunofi II,Nplhi O.�2ry I I I I I I I I I I I I I I I I I I __7_qN�$- I I I I I I I I I I I I I I I I --I_ ______________________________________ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ RunoH Post-Dev DA Cales Post-Dev DA HydroCAD Calcs Type II24-hr I -Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 1/8/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 17 Hydrograph for Subcatchment 2S: Post Dev DA to SC-310 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.03 0.00 0.00 1.50 0.05 0.00 0.00 2.00 0.07 0.00 0.00 2.50 0.08 0.00 0.00 3.00 0.10 0.00 0.00 3.50 0.12 0.00 0.00 4.00 0.14 0.00 0.00 4.50 0.17 0.00 0.00 5.00 0.19 0.00 0.00 5.50 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.50 0.27 0.00 0.00 7.00 0.30 0.00 0.00 7.50 0.33 0.00 0.00 8.00 0.36 0.00 0.00 8.50 0.40 0.00 0.00 9.00 0.44 0.00 0.00 9.50 0.49 0.00 0.00 10.00 0.55 0.00 0.00 10.50 0.62 0.00 0.00 11.00 0.71 0.00 0.00 11.50 0.85 0.00 0.00 12.00 2.00 0.14 0.13 12.50 2.22 0.20 0.02 13.00 2.33 0.24 0.01 13.50 2.41 0.27 0.01 14.00 2.48 0.29 0.01 14.50 2.53 0.31 0.01 15.00 2.58 0.33 0.01 15.50 2.62 0.34 0.01 16.00 2.66 0.36 0.00 16.50 2.69 0.37 0.00 17.00 2.72 0.39 0.00 17.50 2.75 0.40 0.00 18.00 2.78 0.41 0.00 18.50 2.81 0.42 0.00 19.00 2.83 0.43 0.00 19.50 2.85 0.44 0.00 20.00 2.88 0.45 0.00 20.50 2.89 0.46 0.00 21.00 2.91 0.47 0.00 21.50 2.93 0.48 0.00 22.00 2.95 0.48 0.00 22.50 2.97 0.49 0.00 23.00 2.99 0.50 0.00 23.50 3.00 0.51 0.00 24.00 3.02 0.52 0.00 24.50 3.02 0.52 0.00 25.00 3.02 0.52 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 3.02 0.52 0.00 26.00 3.02 0.52 0.00 26.50 3.02 0.52 0.00 27.00 3.02 0.52 0.00 27.50 3.02 0.52 0.00 28.00 3.02 0.52 0.00 28.50 3.02 0.52 0.00 29.00 3.02 0.52 0.00 29.50 3.02 0.52 0.00 30.00 3.02 0.52 0.00 30.50 3.02 0.52 0.00 31.00 3.02 0.52 0.00 31.50 3.02 0.52 0.00 32.00 3.02 0.52 0.00 32.50 3.02 0.52 0.00 33.00 3.02 0.52 0.00 33.50 3.02 0.52 0.00 34.00 3.02 0.52 0.00 34.50 3.02 0.52 0.00 35.00 3.02 0.52 0.00 35.50 3.02 0.52 0.00 36.00 3.02 0.52 0.00 36.50 3.02 0.52 0.00 37.00 3.02 0.52 0.00 37.50 3.02 0.52 0.00 38.00 3.02 0.52 0.00 38.50 3.02 0.52 0.00 39.00 3.02 0.52 0.00 39.50 3.02 0.52 0.00 40.00 3.02 0.52 0.00 40.50 3.02 0.52 0.00 41.00 3.02 0.52 0.00 41.50 3.02 0.52 0.00 42.00 3.02 0.52 0.00 42.50 3.02 0.52 0.00 43.00 3.02 0.52 0.00 43.50 3.02 0.52 0.00 44.00 3.02 0.52 0.00 44.50 3.02 0.52 0.00 45.00 3.02 0.52 0.00 45.50 3.02 0.52 0.00 46.00 3.02 0.52 0.00 46.50 3.02 0.52 0.00 47.00 3.02 0.52 0.00 47.50 3.02 0.52 0.00 48.00 3.02 0.52 0.00 Post-Dev DA Cales Prepared by SHMP ENGINEERING, P.C. Link 1L: POA Post-Dev DA HydroCAD Calcs Type H 24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Time span=0.00-48.00 hrs, dt=0.05 Ins, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1P: StorraTech MC-3500 Subcatchment 1S: Post Dev DA to MC-3500 Pond 2P: StormTech SC-310 Subcatchment 2S: Post Dev DA to SC-310 Inflow=2.70 cfs 0.550 of Primary=2.70 cfs 0.550 of Peak Elev=469.52' Stomge=0.307 of Inflow=12.35 cfs 0.595 of Outflow=2.61 cfs 0.522 of Runoff Area=1.849 ac 63.71%Impervious Runoff Depth=3.86' Tc=5.0 min CN=85 Runoft--12.35 cfs 0.595 of Peak Elev=465.49' Storage--0.010 of hrtlow=0.61 cfs 0.028 of Outflow--O. 10 cfs 0.028 of Runoff Area=0.169 ac 11.24% Impervious Runoff Depth=2.02" Tc=5.0 min CN=65 Runoff--0.61 cfs 0.028 of Total Runoff Area = 2.018 ac Runoff Volume = 0.623 of Average Runoff Depth = 3.71" 40.68% Pervious = 0.821 ac 59.32% Impervious = 1.197 ac Post-Dev DA Cales Prepared by SHMP ENGINEERING, P.C. Summary for Link 1L: POA Post-Dev DA HydroCAD Calcs Type 1124-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Inflow Area = 2.018 ac, 59.32% Impervious, Inflow Depth > 3.27" for 10-Year event Inflow = 2.70 cfs @ 12.12 hrs, Volume= 0.550 of Primary = 2.70 cfs @ 12.12 hrs, Volume= 0.550 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 Ins, dt= 0.05 Ins Link 1L: POA Hydrograph ■ Inflow ❑ Primary 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cales SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type H 24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Hydrograph for Link 1L: POA Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.50 0.00 0.00 0.00 11.00 0.00 0.00 0.00 11.50 0.03 0.00 0.03 12.00 1.89 0.00 1.89 12.50 2.00 0.00 2.00 13.00 1.14 0.00 1.14 13.50 0.69 0.00 0.69 14.00 0.51 0.00 0.51 14.50 0.42 0.00 0.42 15.00 0.36 0.00 0.36 15.50 0.32 0.00 0.32 16.00 0.28 0.00 0.28 16.50 0.25 0.00 0.25 17.00 0.23 0.00 0.23 17.50 0.21 0.00 0.21 18.00 0.20 0.00 0.20 18.50 0.19 0.00 0.19 19.00 0.18 0.00 0.18 19.50 0.17 0.00 0.17 20.00 0.16 0.00 0.16 20.50 0.15 0.00 0.15 21.00 0.14 0.00 0.14 21.50 0.14 0.00 0.14 22.00 0.13 0.00 0.13 22.50 0.13 0.00 0.13 23.00 0.13 0.00 0.13 23.50 0.13 0.00 0.13 24.00 0.13 0.00 0.13 24.50 0.11 0.00 0.11 25.00 0.11 0.00 0.11 Time Inflow Elevation (hours) (cfs) (feet) (cfs) 25.50 0.11 0.00 0.11 26.00 0.11 0.00 0.11 26.50 0.10 0.00 0.10 27.00 0.10 0.00 0.10 27.50 0.10 0.00 0.10 28.00 0.10 0.00 0.10 28.50 0.10 0.00 0.10 29.00 0.10 0.00 0.10 29.50 0.09 0.00 0.09 30.00 0.09 0.00 0.09 30.50 0.09 0.00 0.09 31.00 0.09 0.00 0.09 31.50 0.09 0.00 0.09 32.00 0.08 0.00 0.08 32.50 0.08 0.00 0.08 33.00 0.08 0.00 0.08 33.50 0.08 0.00 0.08 34.00 0.08 0.00 0.08 34.50 0.08 0.00 0.08 35.00 0.07 0.00 0.07 35.50 0.07 0.00 0.07 36.00 0.07 0.00 0.07 36.50 0.07 0.00 0.07 37.00 0.07 0.00 0.07 37.50 0.07 0.00 0.07 38.00 0.06 0.00 0.06 38.50 0.06 0.00 0.06 39.00 0.06 0.00 0.06 39.50 0.06 0.00 0.06 40.00 0.06 0.00 0.06 40.50 0.06 0.00 0.06 41.00 0.06 0.00 0.06 41.50 0.05 0.00 0.05 42.00 0.05 0.00 0.05 42.50 0.05 0.00 0.05 43.00 0.05 0.00 0.05 43.50 0.05 0.00 0.05 44.00 0.05 0.00 0.05 44.50 0.04 0.00 0.04 45.00 0.04 0.00 0.04 45.50 0.04 0.00 0.04 46.00 0.04 0.00 0.04 46.50 0.04 0.00 0.04 47.00 0.04 0.00 0.04 47.50 0.03 0.00 0.03 48.00 0.03 0.00 0.03 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Summary for Pond 1P: StormTech MC-3500 Inflow Area = 1.849 ac, 63.71 % Impervious, Inflow Depth = 3.86" for 10-Year event Inflow = 12.35 cfs @ 11.95 firs, Volume= 0.595 of Outflow = 2.61 cfs @ 12.12 firs, Volume= 0.522 at, Atten= 79%, Lag= 9.9 min Primary = 2.61 cfs @ 12.12 firs, Volume= 0.522 of Routing by Stor-Ind method, Time Span_- 0.00-48.00 hrs, dt= 0.05 firs Peak Elev= 469.52' @ 12.12 firs Surf.Area= 0.090 ac Storage= 0.307 of Plug -Flow detention time= 461.4 min calculated for 0.521 of (88% of inflow) Center -of -Mass det. time= 403.6 min ( 1,203.3 - 799.6 ) Volume Invert Avad.StOraQe Storage Description #1 463.80' 0.222 of 64ATW x 60.58'L x 8.00'11 Stone Storage 0,717 of Overall - 0.163 of Embedded = 0.555 of x 40.0% Voids #2 465.30' 0.004 of 18.0" D x 93.6'L Pipe Storage #3 465.30' 0.158 of StormTech MC-3500 b x 61 Inside #1 Effective Size= 71.0"W x 45.0"H => 15.77 sf x 7.171, = 113.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap #4 465.30' 0.004 of StormTech MC-3500 Cap x 12 Inside #1 Effective Size= 48.2"W x 44.0"H => 8.30 sf x 1.88'L =15.6 cf Overall Size= 71.0"W x 45.0"H x 2.21'L with 0.33' Overlap 0.388 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 465.30' 15.0" Round Culvert Lr 45A Ke= 0.400 Inlet / Outlet Invert= 465.30' / 465.00' S= 0.0066 'P Cc= 0.900 n= 0.015 #2 Device 1 465.30' 1.7" Vert. Orifice/Grate-(1-YR) C= 0.600 #3 Device 1 467.57' 8.6" Vert. Orifice/Grate(10-YR) C= 0.600 #4 Device 1 470.40' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #5 Primary 470.30' 30.0" x 30.0" Horiz. Emergency Grate C= 0.600 Limited to weir flow at low heads 'wary Outflow Max=2.59 cfs @ 12.12 firs 14W=469.50' (Free Discharge) 1=Culvert (Passes 2.59 cfs of 10.59 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.15 cfs @ 9.78 fps) 3=Orifice/Grate(10-YR) (Orifice Controls 2.43 cfs @ 6.03 fps) =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) =Emergency Grate ( Controls 0.00 cfs) Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type 1124-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Pond 1P: StormTech MC-3500 Hydrograph I I I I I I I I i i I I I i I I I I I I I I I Primary __ ,__r__r--- ,7_fin lo_MAreIa,184 Iac13 ,_7_7 _-- ------I ---------I-----------I---I-----------I-- - ------ -- 10 , - Iai. 3-_-_0LILIIIIII 1 7 -r--r--;-StorgeJJIIIIIIII -.-_0-_+1IIIIIII af IIIIIIIIIIr IIILIIIIL 6 -_-_V -_T-_- I I -__ 17 -y-7-T -~ y T r I r -~-7-r r IL 6i__ i _ ____ __ __ ____ __ _______ __ _______ il 5 LJ1_L_ 1_LJ1_L_L _ I 4 i; -I- r-_" -` -r " -' -r ~' -r -r g mar__ - r_r--r- r-rr,-r-r 2 ______ I I I I I I I I I I I I I I I I I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cales SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type H 24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Hydrograph for Pond 1P: StormTech MC-3500 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 463.80 0.00 0.50 0.00 0.000 463.80 0.00 1.00 0.00 0.000 463.80 0.00 1.50 0.00 0.000 463.80 0.00 2.00 0.00 0.000 463.80 0.00 2.50 0.00 0.000 463.80 0.00 3.00 0.00 0.000 463.80 0.00 3.50 0.00 0.000 463.80 0.00 4.00 0.00 0.000 463.80 0.00 4.50 0.00 0.000 463.80 0.00 5.00 0.00 0.000 463.80 0.00 5.50 0.01 0.000 463.80 0.00 6.00 0.02 0.001 463.82 0.00 6.50 0.03 0.001 463.84 0.00 7.00 0.04 0.003 463.88 0.00 7.50 0.05 0.005 463.93 0.00 8.00 0.06 0.007 463.99 0.00 8.50 0.09 0.010 464.07 0.00 9.00 0.12 0.014 464.19 0.00 9.50 0.14 0.019 464.33 0.00 10.00 0.18 0.026 464.51 0.00 10.50 0.26 0.035 464.77 0.00 11.00 0.40 0.048 465.15 0.00 11.50 0.74 0.071 465.53 0.03 12.00 10S2 0.275 46&67 1.81 12.50 0.96 0.279 46&76 1.91 13.00 0.61 0.248 468.16 1.06 13.50 0.46 0.237 467.97 0.62 14.00 0.36 0.233 467.89 0.45 14.50 0.32 0.230 467.84 0.37 15.00 0.29 0.228 467.81 0.32 15.50 0.26 0.227 467.79 0.29 16.00 0.22 0.226 467.77 0.26 16.50 0.21 0.224 467.75 0.23 17.00 0.20 0.223 467.73 0.21 17.50 0.19 0.223 467.72 0.20 18.00 0.17 0.222 467.71 0.19 18.50 0.16 0.221 467.70 0.18 19.00 0.15 0.221 467.69 0.17 19.50 0.14 0.220 467.67 0.16 20.00 0.13 0.219 467.66 0.15 20.50 0.12 0.218 467.65 0.14 21.00 0.12 0.218 467.64 0.13 21.50 0.12 0.217 467.63 0.13 22.00 0.12 0.217 467.62 0.13 22.50 0.11 0.216 467.62 0.12 23.00 0.11 0.216 467.61 0.12 23.50 0.11 0.215 467.60 0.12 24.00 0.11 0.215 467.59 0.12 24.50 0.00 0.211 467.53 0.11 25.00 0.00 0.206 467.46 0.11 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.202 467.38 0.11 26.00 0.00 0.197 467.32 0.11 26.50 0.00 0.193 467.25 0.10 27.00 0.00 0.189 467.18 0.10 27.50 0.00 0.185 467.12 0.10 28.00 0.00 0.180 467.06 0.10 28.50 0.00 0.176 466.99 0.10 29.00 0.00 0.172 466.94 0.09 29.50 0.00 0.169 466.88 0.09 30.00 0.00 0.165 466.82 0.09 30.50 0.00 0.161 466.77 0.09 31.00 0.00 0.157 466.71 0.09 31.50 0.00 0.154 466.66 0.09 32.00 0.00 0.150 466.61 0.08 32.50 0.00 0.147 466.56 0.08 33.00 0.00 0.143 466.51 0.08 33.50 0.00 0.140 466.47 0.08 34.00 0.00 0.137 466.42 0.08 34.50 0.00 0.134 466.38 0.08 35.00 0.00 0.131 466.34 0.07 35.50 0.00 0.127 466.29 0.07 36.00 0.00 0.125 466.25 0.07 36.50 0.00 0.122 466.21 0.07 37.00 0.00 0.119 466.17 0.07 37.50 0.00 0.116 466.14 0.07 38.00 0.00 0.113 466.10 0.06 38.50 0.00 0.111 466.06 0.06 39.00 0.00 0.108 466.03 0.06 39.50 0.00 0.106 466.00 0.06 40.00 0.00 0.103 465.96 0.06 40.50 0.00 0.101 465.93 0.06 41.00 0.00 0.098 465.90 0.06 41.50 0.00 0.096 465.87 0.05 42.00 0.00 0.094 465.84 0.05 42.50 0.00 0.092 465.81 0.05 43.00 0.00 0.090 465.78 0.05 43.50 0.00 0.088 465.76 0.05 44.00 0.00 0.086 465.73 0.05 44.50 0.00 0.084 465.71 0.04 45.00 0.00 0.082 465.68 0.04 45.50 0.00 0.081 465.66 0.04 46.00 0.00 0.079 465.64 0.04 46.50 0.00 0.077 465.62 0.04 47.00 0.00 0.076 465.60 0.04 47.50 0.00 0.074 465.58 0.03 48.00 0.00 0.073 465.56 0.03 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type 1124-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 12.35 cfs @ 11.95 hrs, Volume= 0.595 at, Depth= 3.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 Ins, dt= 0.05 Ins Type II 24-hr 10-Year Rainfall=5.53" 1.178 98 Paved parking, HSG B * 0.671 61 >75% Grass cover, Good, HSG B 1.849 85 Weighted Average 0.671 36.29% Pervious Area 1.178 63.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Post Dev DA to MC-3500 Hydrograph I I I I I I - �__'--�__�__'__'__�__�__'---'--"--'--'--'__}--}--'---'--�--}--'--}__�__ I I I I I I I I I I I I I I I I I ■Runoff 13 12 ,z.J$418 --;----,I--,I -- Ir----- --,I -- -- --r-rty -- 11 �4 hf:10-bear „ I I I I --r I r--1--1--r --r --r 11--1--T--r--r-- I I I I I I I I I I I Rainfalh5.53"' ,6 I I I I ------J--�--� I I I I I I I I I I I I I I I I I -.8419 -at- ----I-------------�RWnbff-Akeal- s ;R"npffll` g1Wne�O.$9$- 6 v - -, -, -r-hunoffilDeptlrT3.t36` 3 7 p I I I I I --r--r-r--r--r I I I I I I I I I I I I I I I I I --r__r--r--r-r--7--7--T--r--r--r--r -r -_• __ 1111I� IL 6 y=J. rJ I I I I I I I I N= 80 - L--I--J--,--� --L--L--1---1--J--1--1--1--L--L--1---1--J--1-- --L-- -- I I I I __L__I__J__J__1 I I I I I I I I I I I I I I I I I 3 / -i -i -} -f -F -I -I -y - 2 I I I I I --r--r-r--�--r I I I I I I I I I I I I I I I I ----r--r--r-�__�__�_-r--r--r--r--r-�--r-T--r--r-- 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cales SHIIP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type H 24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Hydrograph for Subeatchment 1S: Post Dev DA to MC-3500 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 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 0.16 0.00 0.00 3.00 0.19 0.00 0.00 3.50 0.23 0.00 0.00 4.00 0.27 0.00 0.00 4.50 0.31 0.00 0.00 5.00 0.35 0.00 0.00 5.50 0.39 0.00 0.01 6.00 0.44 0.00 0.02 6.50 0.49 0.01 0.03 7.00 0.55 0.02 0.04 7.50 0.60 0.03 0.05 8.00 0.66 0.05 0.06 8.50 0.73 0.07 0.09 9.00 0.81 0.10 0.12 9.50 0.90 0.13 0.14 10.00 1.00 0.17 0.18 10.50 1.13 0.24 0.26 11.00 1.30 0.33 0.40 11.50 1.56 0.49 0.74 12.00 3.67 2.16 10S2 12.50 4.06 2.52 0.96 13.00 4.27 2.70 0.61 13.50 4.42 2.83 0.46 14.00 4.53 2.94 0.36 14.50 4.63 3.03 0.32 15.00 4.72 3.11 0.29 15.50 4.80 3.18 0.26 16.00 4.87 3.24 0.22 16.50 4.93 3.30 0.21 17.00 4.99 3.36 0.20 17.50 5.04 3.41 0.19 18.00 5.09 3.45 0.17 18.50 5.14 3.50 0.16 19.00 5.19 3.54 0.15 19.50 5.23 3.58 0.14 20.00 5.26 3.61 0.13 20.50 5.30 3.65 0.12 21.00 5.34 3.68 0.12 21.50 5.37 3.71 0.12 22.00 5.40 3.74 0.12 22.50 5.44 3.77 0.11 23.00 5.47 3.80 0.11 23.50 5.50 3.83 0.11 24.00 5.53 3.86 0.11 24.50 5.53 3.86 0.00 25.00 5.53 3.86 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 5.53 3.86 0.00 26.00 5.53 3.86 0.00 26.50 5.53 3.86 0.00 27.00 5.53 3.86 0.00 27.50 5.53 3.86 0.00 28.00 5.53 3.86 0.00 28.50 5.53 3.86 0.00 29.00 5.53 3.86 0.00 29.50 5.53 3.86 0.00 30.00 5.53 3.86 0.00 30.50 5.53 3.86 0.00 31.00 5.53 3.86 0.00 31.50 5.53 3.86 0.00 32.00 5.53 3.86 0.00 32.50 5.53 3.86 0.00 33.00 5.53 3.86 0.00 33.50 5.53 3.86 0.00 34.00 5.53 3.86 0.00 34.50 5.53 3.86 0.00 35.00 5.53 3.86 0.00 35.50 5.53 3.86 0.00 36.00 5.53 3.86 0.00 36.50 5.53 3.86 0.00 37.00 5.53 3.86 0.00 37.50 5.53 3.86 0.00 38.00 5.53 3.86 0.00 38.50 5.53 3.86 0.00 39.00 5.53 3.86 0.00 39.50 5.53 3.86 0.00 40.00 5.53 3.86 0.00 40.50 5.53 3.86 0.00 41.00 5.53 3.86 0.00 41.50 5.53 3.86 0.00 42.00 5.53 3.86 0.00 42.50 5.53 3.86 0.00 43.00 5.53 3.86 0.00 43.50 5.53 3.86 0.00 44.00 5.53 3.86 0.00 44.50 5.53 3.86 0.00 45.00 5.53 3.86 0.00 45.50 5.53 3.86 0.00 46.00 5.53 3.86 0.00 46.50 5.53 3.86 0.00 47.00 5.53 3.86 0.00 47.50 5.53 3.86 0.00 48.00 5.53 3.86 0.00 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Summary for Pond 2P: StormTech SC-310 Inflow Area = 0.169 ac, 11.24% hnpervious, hiflow Depth = 2.02" for 10-Year event Inflow = 0.61 cfs @ 11.96 hrs, Volume= 0.028 of Outflow = 0.10 cfs @ 12.20 firs, Volume= 0.028 at, Atten= 84%, Lag= 14.1 min Primary = 0.10 cfs @ 12.20 firs, Volume= 0.028 of Routing by Stor-Ind method, Time Span_- 0.00-48.00 hrs, dt= 0.05 firs Peak Elev= 465.49' @ 12.20 hrs Surf.Area= 0.007 ac Storage= 0.010 of Plug -Flow detention time= 54.0 min calculated for 0.028 of (100% of inflow) Center -of -Mass det. time= 54.2 min ( 904.7 - 850.5 ) Volume Invert Avad.StOran?e Storage Description #1 464.15' 0.029 of STONE STORAGE (Prismatic) Listed below (Recalc) 0.032 of Overall - 0.002 of Embedded = 0.029 of #2 465.65' 0.002 of StormTech SC-310 x 7 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3 464.15' 0.001 of 15.0" D x 18.6'L Pipe Storage 0.032 of Total Available Storage Elevation Surf.Area hic.Store Curn.Store (feet) (acres) (acre-feet) (acre-feet) 464.15 0.007 0.000 0.000 468.65 0.007 0.032 0.032 Device Routing Invert Outlet Devices #1 Primary 464.15' 15.0" Round Culvert L= 28.7' Ke= 0.600 Inlet / Outlet Invert= 464.15' / 464.02' S= 0.0045 ? Cc= 0.900 n= 0.015 #2 Device 1 464.15' 1.8" Vert. Orifice/Grate-(1-YR) C= 0.600 #3 Device 1 467.80' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #4 Primary 467.00' 5.0" Vert. Orifice/Grate(10-YR) C= 0.600 Primary Outflow Max--O. 10 cfs @ 12.20 firs 14W=465.49' (Free Discharge) 1=Culvert (Passes 0.10 cfs of 3.82 cfs potential flow) E2=Orifice/Grate-(1-YR) (Orifice Controls 0.10 cfs @ 5.41 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) =OrMce/Grate(10-YR) ( Controls 0.00 cfs) Post-Dev DA Cales Prepared by SHMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type 1124-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Pond 2P: StormTech SC-310 0.65 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I —----L 0.81 cis --------1--L—J--1--L--1----J------J--L--1--J-- --III- J L gre;�TQ;i�''I� 0.6 _nlgw I I I I I I I I I I I I I I I ----;--;-- -- ---------;---;--;---Pea1�-0 V--"5--4q-- Q.55 0.5 / IJ+11 7 IL IIiIsta a- etofdat - ILIL 0.45 JI JI 1I JI 1I LI J__1J__J__L__J__ I I I I I I I I I I I I I I I I I I I I I I I I I I I � 0'4 y -♦ -F-y -F -I -y -♦ -F-y -i -f -I -y -i -F -I -� -f -I -y I I I I I I I I I I I I I I I I I I I I I I V/ O' , - --I--T--T--r-T --r--I- T--T--r-T--T -T--I-T--T--T--I--T--T--I -1-- 3 p LL / , , / I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.25 I I I I I I I I I I I I I I I I I I I I I I 0.2 , I I I I I I I I I I I I I I I I I I I _T__T__�_1 I__1__T__r_1__,__r__1__T__r__T__r__I__1__ I I I I I I I I I I I I I I I I I I I 0.15 I I - ---i-i--r--r--i--i--r--i - I--I--I --I--i--r--r-i-- 0.1 � - - - - I I I I I I I I I I i I I I I i I I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ Inflow ■ Primary Post-Dev DA Cales SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type H 24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Hydrograph for Pond 2P: StortnTech SC-310 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 464.15 0.00 0.50 0.00 0.000 464.15 0.00 1.00 0.00 0.000 464.15 0.00 1.50 0.00 0.000 464.15 0.00 2.00 0.00 0.000 464.15 0.00 2.50 0.00 0.000 464.15 0.00 3.00 0.00 0.000 464.15 0.00 3.50 0.00 0.000 464.15 0.00 4.00 0.00 0.000 464.15 0.00 4.50 0.00 0.000 464.15 0.00 5.00 0.00 0.000 464.15 0.00 5.50 0.00 0.000 464.15 0.00 6.00 0.00 0.000 464.15 0.00 6.50 0.00 0.000 464.15 0.00 7.00 0.00 0.000 464.15 0.00 7.50 0.00 0.000 464.15 0.00 8.00 0.00 0.000 464.15 0.00 8.50 0.00 0.000 464.15 0.00 9.00 0.00 0.000 464.15 0.00 9.50 0.00 0.000 464.15 0.00 10.00 0.00 0.000 464.15 0.00 10.50 0.00 0.000 464.15 0.00 11.00 0.00 0.000 464.16 0.00 11.50 0.02 0.000 464.20 0.00 12.00 0.55 0.008 465.19 0.08 12.50 0.06 0.009 465.42 0.09 13.00 0.04 0.008 465.17 0.08 13.50 0.03 0.006 464.92 0.07 14.00 0.02 0.004 464.71 0.06 14.50 0.02 0.003 464.53 0.05 15.00 0.02 0.002 464.41 0.04 15.50 0.02 0.001 464.33 0.03 16.00 0.01 0.001 464.28 0.02 16.50 0.01 0.001 464.26 0.02 17.00 0.01 0.001 464.25 0.01 17.50 0.01 0.001 464.25 0.01 18.00 0.01 0.001 464.24 0.01 18.50 0.01 0.001 464.24 0.01 19.00 0.01 0.001 464.24 0.01 19.50 0.01 0.001 464.23 0.01 20.00 0.01 0.001 464.23 0.01 20.50 0.01 0.001 464.23 0.01 21.00 0.01 0.001 464.22 0.01 21.50 0.01 0.001 464.22 0.01 22.00 0.01 0.001 464.22 0.01 22.50 0.01 0.001 464.22 0.01 23.00 0.01 0.001 464.22 0.01 23.50 0.01 0.000 464.22 0.01 24.00 0.01 0.000 464.22 0.01 24.50 0.00 0.000 464.19 0.00 25.00 0.00 0.000 464.18 0.00 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.000 464.17 0.00 26.00 0.00 0.000 464.16 0.00 26.50 0.00 0.000 464.16 0.00 27.00 0.00 0.000 464.16 0.00 27.50 0.00 0.000 464.15 0.00 28.00 0.00 0.000 464.15 0.00 28.50 0.00 0.000 464.15 0.00 29.00 0.00 0.000 464.15 0.00 29.50 0.00 0.000 464.15 0.00 30.00 0.00 0.000 464.15 0.00 30.50 0.00 0.000 464.15 0.00 31.00 0.00 0.000 464.15 0.00 31.50 0.00 0.000 464.15 0.00 32.00 0.00 0.000 464.15 0.00 32.50 0.00 0.000 464.15 0.00 33.00 0.00 0.000 464.15 0.00 33.50 0.00 0.000 464.15 0.00 34.00 0.00 0.000 464.15 0.00 34.50 0.00 0.000 464.15 0.00 35.00 0.00 0.000 464.15 0.00 35.50 0.00 0.000 464.15 0.00 36.00 0.00 0.000 464.15 0.00 36.50 0.00 0.000 464.15 0.00 37.00 0.00 0.000 464.15 0.00 37.50 0.00 0.000 464.15 0.00 38.00 0.00 0.000 464.15 0.00 38.50 0.00 0.000 464.15 0.00 39.00 0.00 0.000 464.15 0.00 39.50 0.00 0.000 464.15 0.00 40.00 0.00 0.000 464.15 0.00 40.50 0.00 0.000 464.15 0.00 41.00 0.00 0.000 464.15 0.00 41.50 0.00 0.000 464.15 0.00 42.00 0.00 0.000 464.15 0.00 42.50 0.00 0.000 464.15 0.00 43.00 0.00 0.000 464.15 0.00 43.50 0.00 0.000 464.15 0.00 44.00 0.00 0.000 464.15 0.00 44.50 0.00 0.000 464.15 0.00 45.00 0.00 0.000 464.15 0.00 45.50 0.00 0.000 464.15 0.00 46.00 0.00 0.000 464.15 0.00 46.50 0.00 0.000 464.15 0.00 47.00 0.00 0.000 464.15 0.00 47.50 0.00 0.000 464.15 0.00 48.00 0.00 0.000 464.15 0.00 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type 1124-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Summary for Subcatchment 2S: Post Dev DA to SC-310 Runoff = 0.61 cfs @ 11.96 hrs, Volume= 0.028 af, Depth= 2.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 Ins, dt= 0.05 Ins Type II 24-hr 10-Year Rainfall=5.53" 0.150 61 >75% Grass cover, Good, HSG B 0.019 98 Paved parking, HSG B 0.169 65 Weighted Average 0.150 88.76% Pervious Area 0.019 11.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Subcatchment 2S: Post Dev DA to SC-310 Hydrograph I I I, - - ---r--r--i-r--�--T--r-r I I,--r --r--i- O 65 ------------------------------------------ o.s -- -_TYPe �_2�4-hr;10-Yea-r- oss ReittfalL:5.53" - L L_ L ,I 0.5--------;--�-----------------nbff'�A�0.-1�GSal� I`, n 0.4 - ,--,--T--,-----I- Runa�ffilDepthT2p2`` v I 61 3 0.35-------- _ -r1-- ______________________ s /^� LL 0.3 'I 'I II I I I I I I I I I I I I I I ly=. 171�11 I --I-- �-- �-- I--� --I-- I--,--1--I---I---I-- I-- I-- �--I---I-- I-- I-- � --� --I-- CEN:F 0.25 J__1__L__I___I__J__1__L__L__I___I__J__ 0.2 _J _i _i _F _I _I _J _i _1 _I 0.15 II II II II I I I I I I I I I I I I I I I I I I 01- I I I I I I I I I I 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ RunoH Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type H 24-hr 10-Year Rainfall=5.53" Printed 1/8/2021 Hydrograph for Subcatchment 2S: Post Dev DA to SC-310 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.03 0.00 0.00 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 0.16 0.00 0.00 3.00 0.19 0.00 0.00 3.50 0.23 0.00 0.00 4.00 0.27 0.00 0.00 4.50 0.31 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 0.55 0.00 0.00 7.50 0.60 0.00 0.00 8.00 0.66 0.00 0.00 8.50 0.73 0.00 0.00 9.00 0.81 0.00 0.00 9.50 0.90 0.00 0.00 10.00 1.00 0.00 0.00 10.50 1.13 0.00 0.00 11.00 1.30 0.01 0.00 11.50 1.56 0.04 0.02 12.00 3.67 0.84 0.55 12.50 4.06 1.07 0.06 13.00 4.27 1.19 0.04 13.50 4.42 1.28 0.03 14.00 4.53 1.35 0.02 14.50 4.63 1.41 0.02 15.00 4.72 1.47 0.02 15.50 4.80 1.52 0.02 16.00 4.87 1.57 0.01 16.50 4.93 1.61 0.01 17.00 4.99 1.64 0.01 17.50 5.04 1.68 0.01 18.00 5.09 1.72 0.01 18.50 5.14 1.75 0.01 19.00 5.19 1.78 0.01 19.50 5.23 1.81 0.01 20.00 5.26 1.83 0.01 20.50 5.30 1.86 0.01 21.00 5.34 1.88 0.01 21.50 5.37 1.90 0.01 22.00 5.40 1.93 0.01 22.50 5.44 1.95 0.01 23.00 5.47 1.97 0.01 23.50 5.50 1.99 0.01 24.00 5.53 2.02 0.01 24.50 5.53 2.02 0.00 25.00 5.53 2.02 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 5.53 2.02 0.00 26.00 5.53 2.02 0.00 26.50 5.53 2.02 0.00 27.00 5.53 2.02 0.00 27.50 5.53 2.02 0.00 28.00 5.53 2.02 0.00 28.50 5.53 2.02 0.00 29.00 5.53 2.02 0.00 29.50 5.53 2.02 0.00 30.00 5.53 2.02 0.00 30.50 5.53 2.02 0.00 31.00 5.53 2.02 0.00 31.50 5.53 2.02 0.00 32.00 5.53 2.02 0.00 32.50 5.53 2.02 0.00 33.00 5.53 2.02 0.00 33.50 5.53 2.02 0.00 34.00 5.53 2.02 0.00 34.50 5.53 2.02 0.00 35.00 5.53 2.02 0.00 35.50 5.53 2.02 0.00 36.00 5.53 2.02 0.00 36.50 5.53 2.02 0.00 37.00 5.53 2.02 0.00 37.50 5.53 2.02 0.00 38.00 5.53 2.02 0.00 38.50 5.53 2.02 0.00 39.00 5.53 2.02 0.00 39.50 5.53 2.02 0.00 40.00 5.53 2.02 0.00 40.50 5.53 2.02 0.00 41.00 5.53 2.02 0.00 41.50 5.53 2.02 0.00 42.00 5.53 2.02 0.00 42.50 5.53 2.02 0.00 43.00 5.53 2.02 0.00 43.50 5.53 2.02 0.00 44.00 5.53 2.02 0.00 44.50 5.53 2.02 0.00 45.00 5.53 2.02 0.00 45.50 5.53 2.02 0.00 46.00 5.53 2.02 0.00 46.50 5.53 2.02 0.00 47.00 5.53 2.02 0.00 47.50 5.53 2.02 0.00 48.00 5.53 2.02 0.00 Post-Dev DA Cales Prepared by SHMP ENGINEERING, P.C. Link 1L: POA Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Pond 1P: StorraTech MC-3500 Subcatchment 1S: Post Dev DA to MC-3500 Pond 2P: StormTech SC-310 Subcatchment 2S: Post Dev DA to SC-310 Inflow=24.50 cfs 1.110 of Primary=24.50 cfs 1.110 of Peak Elev=470.92' Storage=0.357 of Inflow=22.29 cfs 1.117 of Outflow=24.36 cfs 1.042 of Runoff Area=1.849 ac 63.71 % Impervious Runoff Depth=7.25" Tc=5.0 min CN=85 Runoft--22.29 cfs 1.117 of Peak Elev--467.57' Storage--0.024 of Inflow=1.45 cfs 0.067 of Outflow=0.56 cfs 0.067 of Runoff Area=0.169 ac 11.24% Impervious Runoff Depth=4.78" Tc=5.0 min CN=65 Runoff=1.45 cfs 0.067 of Total Runoff Area = 2.018 ac Runoff Volume =1.184 of Average Runoff Depth = 7.04" 40.68% Pervious = 0.821 ac 59.32% Impervious = 1.197 ac Post-Dev DA Cales SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Summary for Link 1L: POA Inflow Area = 2.018 ac, 59.32% Impervious, Inflow Depth > 6.60" for 100-Year event Inflow = 24.50 cfs @ 11.96 hrs, Volume= 1.110 of Primary = 24.50 cfs @ 11.96 hrs, Volume= 1.110 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Link 1L: POA Hydrograph --I---TrrI�--rr-�--�--rrr-�--TrI�--Trr--I-- Inflow j- . Primary --;------- _26 (nflow!Are' 24 a21$A6 22 -I-"-'-r 2Q , I I T--F i 16 16 -i -f -I _--1 -za.$ I I I I I I I I I I I I I I I I I I I I I V, r 14 , -I -1 -T -r -7 -T -I -1 -1 -T -r -I -1 -T -r -I -1 -T -r -r -I 3 , 0 LL 12 . , ----I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 16 , , I I I I I I I I I I I I I I I I I I I I I 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I g- __ I I I __I__ I__r__r__r 1 I I I 4 _J__J__1__L_ 1__L__I__J__J__L__L__I__J__1__L_J__J__1__L__L_J-- I I I I I I I I I I I I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cales SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Hydrograph for Link 1L: POA Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.02 0.00 0.02 10.00 0.05 0.00 0.05 10.50 0.07 0.00 0.07 11.00 0.09 0.00 0.09 11.50 0.13 0.00 0.13 12.00 19.06 0.00 19.06 12.50 2.96 0.00 2.96 13.00 1.94 0.00 1.94 13.50 1.30 0.00 1.30 14.00 0.89 0.00 0.89 14.50 0.72 0.00 0.72 15.00 0.63 0.00 0.63 15.50 0.56 0.00 0.56 16.00 0.49 0.00 0.49 16.50 0.44 0.00 0.44 17.00 0.40 0.00 0.40 17.50 0.37 0.00 0.37 18.00 0.35 0.00 0.35 18.50 0.32 0.00 0.32 19.00 0.30 0.00 0.30 19.50 0.28 0.00 0.28 20.00 0.26 0.00 0.26 20.50 0.24 0.00 0.24 21.00 0.23 0.00 0.23 21.50 0.22 0.00 0.22 22.00 0.22 0.00 0.22 22.50 0.21 0.00 0.21 23.00 0.21 0.00 0.21 23.50 0.21 0.00 0.21 24.00 0.20 0.00 0.20 24.50 0.13 0.00 0.13 25.00 0.11 0.00 0.11 Time Inflow Elevation (hours) (cfs) (feet) (cfs) 25.50 0.11 0.00 0.11 26.00 0.11 0.00 0.11 26.50 0.11 0.00 0.11 27.00 0.10 0.00 0.10 27.50 0.10 0.00 0.10 28.00 0.10 0.00 0.10 28.50 0.10 0.00 0.10 29.00 0.10 0.00 0.10 29.50 0.10 0.00 0.10 30.00 0.09 0.00 0.09 30.50 0.09 0.00 0.09 31.00 0.09 0.00 0.09 31.50 0.09 0.00 0.09 32.00 0.09 0.00 0.09 32.50 0.08 0.00 0.08 33.00 0.08 0.00 0.08 33.50 0.08 0.00 0.08 34.00 0.08 0.00 0.08 34.50 0.08 0.00 0.08 35.00 0.08 0.00 0.08 35.50 0.07 0.00 0.07 36.00 0.07 0.00 0.07 36.50 0.07 0.00 0.07 37.00 0.07 0.00 0.07 37.50 0.07 0.00 0.07 38.00 0.07 0.00 0.07 38.50 0.07 0.00 0.07 39.00 0.06 0.00 0.06 39.50 0.06 0.00 0.06 40.00 0.06 0.00 0.06 40.50 0.06 0.00 0.06 41.00 0.06 0.00 0.06 41.50 0.06 0.00 0.06 42.00 0.05 0.00 0.05 42.50 0.05 0.00 0.05 43.00 0.05 0.00 0.05 43.50 0.05 0.00 0.05 44.00 0.05 0.00 0.05 44.50 0.05 0.00 0.05 45.00 0.04 0.00 0.04 45.50 0.04 0.00 0.04 46.00 0.04 0.00 0.04 46.50 0.04 0.00 0.04 47.00 0.04 0.00 0.04 47.50 0.04 0.00 0.04 48.00 0.03 0.00 0.03 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Summary for Pond 1P: StortnTech MC-3500 Inflow Area = 1.849 ac, 63.71 % Impervious, Inflow Depth = 7.25" for 100-Year event Inflow = 22.29 cfs @ 11.95 firs, Volume= 1.117 of Outflow = 24.36 cfs @ 11.96 firs, Volume= 1.042 af, Atten= 0%, Lag= 0.5 min Primary = 24.36 cfs @ 11.96 firs, Volume= 1.042 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 hrs, dt= 0.05 firs Peak Elev= 470.92' @ 11.96 hrs Surf.Area= 0.090 ac Storage= 0.357 of Plug -Flow detention time= 263.0 min calculated for 1.042 of (93% of inflow) Center -of -Mass det. time= 225.7 min ( 1,007.8 - 782.1 ) Volume Invert Avail.StoraQe Storage Description #1 463.80' 0.222 of 64ATW x 60.58'L x 8.00'11 Stone Storage 0,717 of Overall - 0.163 of Embedded = 0.555 of x 40.0% Voids #2 465.30' 0.004 of 18.0" D x 93.6'L Pipe Storage #3 465.30' 0.158 of StormTech MC-3500 b x 61 Inside #1 Effective Size= 71.0"W x 45.0"H => 15.77 sf x 7.171, = 113.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap #4 465.30' 0.004 of StormTech MC-3500 Cap x 12 Inside #1 Effective Size= 48.2"W x 44.0"H => 8.30 sf x 1.88'L =15.6 cf Overall Size= 71.0"W x 45.0"H x 2.21'L with 0.33' Overlap 0.388 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 465.30' 15.0" Round Culvert Lr 45A Ke= 0.400 Inlet / Outlet Invert= 465.30' / 465.00' S= 0.0066 'P Cc= 0.900 n= 0.015 #2 Device 1 465.30' 1.7" Vert. Orifice/Grate-(1-YR) C= 0.600 #3 Device 1 467.57' 8.6" Vert. Orifice/Grate(10-YR) C= 0.600 #4 Device 1 470.40' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #5 Primary 470.30' 30.0" x 30.0" Horiz. Emergency Grate C= 0.600 Limited to weir flow at low heads 'wary Outflow Max=22.94 cfs @ 11.96 firs HW=470.89' (Free Discharge) 1=Culvert (Passes 8.01 cfs of 12.66 cfs potential flow) 2=OrMce/Grate-(1-YR) (Orifice Controls 0.18 cfs @ 11.31 fps) 3=Orifice/Grate(10-YR) (Orifice Controls 3.34 cfs @ 8.29 fps) =Sharp -Crested Rectangular Weir (Weir Controls 4.48 cfs @ 2.33 fps) =Emergency Grate (Weir Controls 14.94 cfs @ 2.52 fps) Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Pond 1P: StormTech MC-3500 Hydrograph .Inflow I1I JI 1I LI I I__1I LI LI . Primary 26 26.8 Cs __JI __LI __LI __II __JI _1I __ __J1I __I1I _I __LI __II __JI __1I _LI Wlow:Are' 1,849a6- 24 i 2Z 7III ,III ----,II r ---- ,III QII =4II 70I ' EII 1b11 I ,-1I1 V11 ----FIIII ----rIIII y JI Z 20 -- -- --FIIII- -pI --IIII ;SterageW.357af1 =_I 18 i _J _1 _L I I I I I I I I I I I I I I I I I I I I I 16- I I I I -y -Y -r I I I I I I I I I I I I I I I I I -Y -r -1 _~ -y -T -r -1 -y -� -r -1 -~ -Y -r -r -1 � W i ' I I I I I I I I I I I I I I I I I I I I I '-' 14 7 I F 7 I F F I F I F I I 3 1Z /, 1 -------� - I I I I 1 1 1 1 1 1 --1--L__1__----�--1---1---- --------1__L__1__I- I I I I I I I I I I I I I I I I I LL i i I I I I I I I I I I I I I I I I I I I I I 10 i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I s' 4 - - I I I I I I I I -L--L--- -1--L----J--1--L---J--1--L--L-I-- I I I I I I I I I I I I I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cales SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Hydrograph for Pond 1P: StormTech MC-3500 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 463.80 0.00 0.50 0.00 0.000 463.80 0.00 1.00 0.00 0.000 463.80 0.00 1.50 0.00 0.000 463.80 0.00 2.00 0.00 0.000 463.80 0.00 2.50 0.00 0.000 463.80 0.00 3.00 0.00 0.000 463.80 0.00 3.50 0.00 0.000 463.80 0.00 4.00 0.02 0.000 463.81 0.00 4.50 0.04 0.002 463.84 0.00 5.00 0.05 0.003 463.89 0.00 5.50 0.07 0.006 463.97 0.00 6.00 0.09 0.009 464.06 0.00 6.50 0.12 0.014 464.18 0.00 7.00 0.14 0.019 464.33 0.00 7.50 0.16 0.025 464.50 0.00 8.00 0.18 0.032 464.70 0.00 8.50 0.24 0.041 464.94 0.00 9.00 0.31 0.052 465.25 0.00 9.50 0.34 0.065 465.45 0.02 10.00 0.43 0.079 465.64 0.04 10.50 0.59 0.098 465.90 0.06 11.00 0.87 0.126 466.27 0.07 11.50 1.51 0.170 466.90 0.09 12.00 M78 0.353 470.81 18.84 12.50 1.68 0.315 469.77 2.80 13.00 1.05 0.274 468.66 1.80 13.50 0.80 0.251 468.22 1.17 14.00 0.63 0.241 468.04 0.78 14.50 0.55 0.237 467.97 0.62 15.00 0.50 0.235 467.93 0.54 15.50 0.44 0.234 467.90 0.48 16.00 0.38 0.232 467.87 0.43 16.50 0.36 0.230 467.85 0.38 17.00 0.34 0.229 467.83 0.36 17.50 0.32 0.229 467.82 0.34 18.00 0.30 0.228 467.81 0.31 18.50 0.28 0.227 467.80 0.30 19.00 0.26 0.226 467.78 0.28 19.50 0.24 0.226 467.77 0.26 20.00 0.22 0.225 467.75 0.24 20.50 0.21 0.224 467.74 0.22 21.00 0.21 0.223 467.73 0.21 21.50 0.20 0.223 467.73 0.21 22.00 0.20 0.223 467.72 0.20 22.50 0.19 0.223 467.72 0.20 23.00 0.19 0.222 467.72 0.19 23.50 0.19 0.222 467.71 0.19 24.00 0.18 0.222 467.71 0.19 24.50 0.00 0.217 467.62 0.13 25.00 0.00 0.212 467.54 0.11 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.207 467.47 0.11 26.00 0.00 0.203 467.40 0.11 26.50 0.00 0.198 467.33 0.11 27.00 0.00 0.194 467.26 0.10 27.50 0.00 0.190 467.20 0.10 28.00 0.00 0.186 467.13 0.10 28.50 0.00 0.181 467.07 0.10 29.00 0.00 0.177 467.01 0.10 29.50 0.00 0.173 466.95 0.10 30.00 0.00 0.169 466.89 0.09 30.50 0.00 0.166 466.83 0.09 31.00 0.00 0.162 466.78 0.09 31.50 0.00 0.158 466.72 0.09 32.00 0.00 0.155 466.67 0.09 32.50 0.00 0.151 466.62 0.08 33.00 0.00 0.148 466.57 0.08 33.50 0.00 0.144 466.52 0.08 34.00 0.00 0.141 466.48 0.08 34.50 0.00 0.138 466.43 0.08 35.00 0.00 0.134 466.39 0.08 35.50 0.00 0.131 466.35 0.07 36.00 0.00 0.128 466.30 0.07 36.50 0.00 0.125 466.26 0.07 37.00 0.00 0.122 466.22 0.07 37.50 0.00 0.119 466.18 0.07 38.00 0.00 0.117 466.15 0.07 38.50 0.00 0.114 466.11 0.07 39.00 0.00 0.111 466.07 0.06 39.50 0.00 0.109 466.04 0.06 40.00 0.00 0.106 466.00 0.06 40.50 0.00 0.104 465.97 0.06 41.00 0.00 0.101 465.94 0.06 41.50 0.00 0.099 465.91 0.06 42.00 0.00 0.097 465.88 0.05 42.50 0.00 0.094 465.85 0.05 43.00 0.00 0.092 465.82 0.05 43.50 0.00 0.090 465.79 0.05 44.00 0.00 0.088 465.76 0.05 44.50 0.00 0.086 465.74 0.05 45.00 0.00 0.084 465.71 0.04 45.50 0.00 0.083 465.69 0.04 46.00 0.00 0.081 465.67 0.04 46.50 0.00 0.079 465.64 0.04 47.00 0.00 0.078 465.62 0.04 47.50 0.00 0.076 465.60 0.04 48.00 0.00 0.075 465.58 0.03 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 22.29 cfs @ 11.95 hrs, Volume= 1.117 af, Depth= 7.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 firs, dt= 0.05 firs Type II 24-hr 100-Year Rainfal1=9.07" 1.178 98 Paved parking, HSG B * 0.671 61 >75% Grass cover, Good, HSG B 1.849 85 Weighted Average 0.671 36.29% Pervious Area 1.178 63.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Post Dev DA to MC-3500 Hydrograph _l__l__L__ L__L__I___I__J__J__1__L__L__ I--Y--T--Y--r-_ ■ RunoH 24 --r__r-T---__ r-r__r__r__r--r--__-__�_-r-r--r-r--I--, 23 22 -Y I- T -Y -Y I__ I__ -Y r -7 Y -Y I___I__ 1 __I __I _`_I-- I-- I-- 4I--J�-`-J� --'- -T� �11 'i24-� 1'i i� cir- rri ICI 21 _I___I_ __I __I -- 20 ' .-ti -F -�--�Rr�rrQlL�R�117M1r- pIIq��j� 1.9 � I I I I I I I I I I I .-- I I I� II I I I I I 18 --`-------J--' -L--L-------J--'--'-- La //��I nbff AVeA:A 17 T I I r r I I I I 16 ------J,--;--; --;--L-------JI-----'FWnpffp1yllllle��',♦_ 14 v 13r__r__I___I__Y__Y__Y__r__ --L----J--J--1 --L--L-------J--1--1--1--y� L--'- J--i 1 I CfuJnoffbj lNt7—'M- 3 12 , 0 , --------'-- L-- _-r _i_-y_-y_-} _-t _r _i__-i_-y _+ _+ I I I ^ y� _}-}_-�_-i__-I_- 4C:4.0 - LL 11 i 9 --L--'--J--J--� L--L--'---'--J--J--J--�--L--L--'---I--J--J- �Ty vX N� r--I--,--,--7 r--r--i --I- ,--T--T--T--T--r--i--I- ,--7--T--T--r-- 7 --L----L--L--1 __L--L--I--L--L--1--1--1--L--L--L-J__J--1--1-- L-- L-- I i 6 - r -I -T -Y -Y - Y -r -I -I -7 -Y -Y -T -Y -r -I -I -1 J__1 _L_______J__J______1__L__L__I__J__J__1__1__L__L__ 4 --r--�--T--Y--Y --`-�__�___�__T--Y--Y--T--Y--T--�---I--�--Y--T--Y--Y-- 3 / --I---I-- --- �-- I I I I I I ---I-- �-- �-- I-- I I I I I I-- --� --I---I-- I----I--- I I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Cales SHIIP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Hydrograph for Subeatchment IS: Post Dev DA to MC-3500 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.05 0.00 0.00 1.00 0.10 0.00 0.00 1.50 0.15 0.00 0.00 2.00 0.20 0.00 0.00 2.50 0.26 0.00 0.00 3.00 0.31 0.00 0.00 3.50 0.37 0.00 0.00 4.00 0.44 0.00 0.02 4.50 0.50 0.01 0.04 5.00 0.57 0.02 0.05 5.50 0.65 0.04 0.07 6.00 0.73 0.06 0.09 6.50 0.81 0.09 0.12 7.00 0.90 0.13 0.14 7.50 0.99 0.17 0.16 8.00 1.09 0.22 0.18 8.50 1.20 0.27 0.24 9.00 1.33 0.35 0.31 9.50 1.48 0.44 0.34 10.00 1.64 0.54 0.43 10.50 1.85 0.69 0.59 11.00 2.13 0.89 0.87 11.50 2.57 1.23 1.51 12.00 6.01 4.32 M78 12.50 6.67 4.93 1.68 13.00 7.00 5.25 1.05 13.50 7.25 5.49 0.80 14.00 7.44 5.67 0.63 14.50 7.60 5.83 0.55 15.00 7.74 5.96 0.50 15.50 7.87 6.09 0.44 16.00 7.98 6.20 0.38 16.50 8.08 6.29 0.36 17.00 8.18 6.39 0.34 17.50 8.27 6.47 0.32 18.00 8.35 6.55 0.30 18.50 8.43 6.63 0.28 19.00 8.51 6.70 0.26 19.50 8.57 6.77 0.24 20.00 8.63 6.83 0.22 20.50 8.69 6.88 0.21 21.00 8.75 6.94 0.21 21.50 8.81 6.99 0.20 22.00 8.86 7.05 0.20 22.50 8.92 7.10 0.19 23.00 8.97 7.15 0.19 23.50 9.02 7.20 0.19 24.00 9.07 7.25 0.18 24.50 9.07 7.25 0.00 25.00 9.07 7.25 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 9.07 7.25 0.00 26.00 9.07 7.25 0.00 26.50 9.07 7.25 0.00 27.00 9.07 7.25 0.00 27.50 9.07 7.25 0.00 28.00 9.07 7.25 0.00 28.50 9.07 7.25 0.00 29.00 9.07 7.25 0.00 29.50 9.07 7.25 0.00 30.00 9.07 7.25 0.00 30.50 9.07 7.25 0.00 31.00 9.07 7.25 0.00 31.50 9.07 7.25 0.00 32.00 9.07 7.25 0.00 32.50 9.07 7.25 0.00 33.00 9.07 7.25 0.00 33.50 9.07 7.25 0.00 34.00 9.07 7.25 0.00 34.50 9.07 7.25 0.00 35.00 9.07 7.25 0.00 35.50 9.07 7.25 0.00 36.00 9.07 7.25 0.00 36.50 9.07 7.25 0.00 37.00 9.07 7.25 0.00 37.50 9.07 7.25 0.00 38.00 9.07 7.25 0.00 38.50 9.07 7.25 0.00 39.00 9.07 7.25 0.00 39.50 9.07 7.25 0.00 40.00 9.07 7.25 0.00 40.50 9.07 7.25 0.00 41.00 9.07 7.25 0.00 41.50 9.07 7.25 0.00 42.00 9.07 7.25 0.00 42.50 9.07 7.25 0.00 43.00 9.07 7.25 0.00 43.50 9.07 7.25 0.00 44.00 9.07 7.25 0.00 44.50 9.07 7.25 0.00 45.00 9.07 7.25 0.00 45.50 9.07 7.25 0.00 46.00 9.07 7.25 0.00 46.50 9.07 7.25 0.00 47.00 9.07 7.25 0.00 47.50 9.07 7.25 0.00 48.00 9.07 7.25 0.00 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Summary for Pond 2P: StormTech SC-310 Inflow Area = 0.169 ac, 11.24% hnpervious, Inflow Depth = 4.78" for 100-Year event Inflow = 1.45 cfs @ 11.96 hrs, Volume= 0.067 of Outflow = 0.56 cfs @ 12.07 firs, Volume= 0.067 af, Atten= 61%, Lag= 7.0 min Primary = 0.56 cfs @ 12.07 firs, Volume= 0.067 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 467.57' @ 12.07 hrs Surf.Area= 0.007 ac Storage= 0.024 of Plug -Flow detention time= 65.4 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 64.8 min ( 890.1 - 825.4 ) Volume Invert Avail.StoraQe Storage Description #1 464.15' 0.029 of STONE STORAGE (Prismatic) Listed below (Recalc) 0.032 of Overall - 0.002 of Embedded = 0.029 of #2 465.65' 0.002 of StormTech SC-310 x 7 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap #3 464.15' 0.001 of 15.0" D x 18.6'L Pipe Storage 0.032 of Total Available Storage Elevation Surf.Area hnc.Store Curn.Store (feet) (acres) (acre-feet) (acre-feet) 464.15 0.007 0.000 0.000 468.65 0.007 0.032 0.032 Device Routing Invert Outlet Devices #1 Primary 464.15' 15.0" Round Culvert L= 28.7' Ke= 0.600 Inlet / Outlet Invert= 464.15' / 464.02' S= 0.0045 ? Cc= 0.900 n= 0.015 #2 Device 1 464.15' 1.8" Vert. Orifice/Grate-(1-YR) C= 0.600 #3 Device 1 467.80' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #4 Primary 467.00' 5.0" Vert. Orifice/Grate(10-YR) C= 0.600 Primary Outflow Max=0.52 cfs @ 12.07 hrs 14W=467.52' (Free Discharge) 1=Culvert (Passes 0.15 cfs of 9.18 cfs potential flow) E2=OrMce/Grate-(1-YR) (Orifice Controls 0.15 cfs @ 8.74 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) =Orifice/Grate(10-YR) (Orifice Controls 0.37 cfs @ 2.70 fps) Post-Dev DA Cales Prepared by SHMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Pond 2P: StormTech SC-310 Hydrograph I I i i I I I I I 1A5 as I I �I � I I i i I I I Inflow 1Are6;0;169'Iac I I I I Peclk F-1OV=467.57' .11 III ..III ----St u�ge�'I.024'I-af - �I�I��111� N I I I I I i i i I V I I I I O I I I I LL I I I I 0.55 cfs I 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 ■ Inflow ❑ Primary Post-Dev DA Cales SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Hydrograph for Pond 2P: StonnTech SC-310 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 464.15 0.00 0.50 0.00 0.000 464.15 0.00 1.00 0.00 0.000 464.15 0.00 1.50 0.00 0.000 464.15 0.00 2.00 0.00 0.000 464.15 0.00 2.50 0.00 0.000 464.15 0.00 3.00 0.00 0.000 464.15 0.00 3.50 0.00 0.000 464.15 0.00 4.00 0.00 0.000 464.15 0.00 4.50 0.00 0.000 464.15 0.00 5.00 0.00 0.000 464.15 0.00 5.50 0.00 0.000 464.15 0.00 6.00 0.00 0.000 464.15 0.00 6.50 0.00 0.000 464.15 0.00 7.00 0.00 0.000 464.15 0.00 7.50 0.00 0.000 464.15 0.00 8.00 0.00 0.000 464.15 0.00 8.50 0.00 0.000 464.15 0.00 9.00 0.00 0.000 464.17 0.00 9.50 0.01 0.000 464.18 0.00 10.00 0.01 0.000 464.21 0.01 10.50 0.02 0.001 464.24 0.01 11.00 0.03 0.001 464.28 0.02 11.50 0.06 0.002 464.39 0.03 12.00 1.26 0.022 467.16 0.22 12.50 0.12 0.021 467.08 0.16 13.00 0.08 0.019 466.79 0.14 13.50 0.06 0.016 466.42 0.13 14.00 0.05 0.014 466.02 0.11 14.50 0.04 0.011 465.64 0.10 15.00 0.04 0.009 465.32 0.09 15.50 0.03 0.007 465.05 0.08 16.00 0.03 0.005 464.83 0.07 16.50 0.03 0.004 464.65 0.06 17.00 0.03 0.003 464.52 0.05 17.50 0.02 0.002 464.43 0.04 18.00 0.02 0.002 464.37 0.03 18.50 0.02 0.001 464.33 0.03 19.00 0.02 0.001 464.30 0.02 19.50 0.02 0.001 464.29 0.02 20.00 0.02 0.001 464.27 0.02 20.50 0.02 0.001 464.27 0.02 21.00 0.02 0.001 464.26 0.02 21.50 0.02 0.001 464.26 0.02 22.00 0.02 0.001 464.26 0.02 22.50 0.02 0.001 464.26 0.02 23.00 0.01 0.001 464.26 0.02 23.50 0.01 0.001 464.26 0.01 24.00 0.01 0.001 464.26 0.01 24.50 0.00 0.000 464.21 0.01 25.00 0.00 0.000 464.19 0.00 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.000 464.18 0.00 26.00 0.00 0.000 464.17 0.00 26.50 0.00 0.000 464.16 0.00 27.00 0.00 0.000 464.16 0.00 27.50 0.00 0.000 464.15 0.00 28.00 0.00 0.000 464.15 0.00 28.50 0.00 0.000 464.15 0.00 29.00 0.00 0.000 464.15 0.00 29.50 0.00 0.000 464.15 0.00 30.00 0.00 0.000 464.15 0.00 30.50 0.00 0.000 464.15 0.00 31.00 0.00 0.000 464.15 0.00 31.50 0.00 0.000 464.15 0.00 32.00 0.00 0.000 464.15 0.00 32.50 0.00 0.000 464.15 0.00 33.00 0.00 0.000 464.15 0.00 33.50 0.00 0.000 464.15 0.00 34.00 0.00 0.000 464.15 0.00 34.50 0.00 0.000 464.15 0.00 35.00 0.00 0.000 464.15 0.00 35.50 0.00 0.000 464.15 0.00 36.00 0.00 0.000 464.15 0.00 36.50 0.00 0.000 464.15 0.00 37.00 0.00 0.000 464.15 0.00 37.50 0.00 0.000 464.15 0.00 38.00 0.00 0.000 464.15 0.00 38.50 0.00 0.000 464.15 0.00 39.00 0.00 0.000 464.15 0.00 39.50 0.00 0.000 464.15 0.00 40.00 0.00 0.000 464.15 0.00 40.50 0.00 0.000 464.15 0.00 41.00 0.00 0.000 464.15 0.00 41.50 0.00 0.000 464.15 0.00 42.00 0.00 0.000 464.15 0.00 42.50 0.00 0.000 464.15 0.00 43.00 0.00 0.000 464.15 0.00 43.50 0.00 0.000 464.15 0.00 44.00 0.00 0.000 464.15 0.00 44.50 0.00 0.000 464.15 0.00 45.00 0.00 0.000 464.15 0.00 45.50 0.00 0.000 464.15 0.00 46.00 0.00 0.000 464.15 0.00 46.50 0.00 0.000 464.15 0.00 47.00 0.00 0.000 464.15 0.00 47.50 0.00 0.000 464.15 0.00 48.00 0.00 0.000 464.15 0.00 Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Summary for Subcatchment 2S: Post Dev DA to SC-310 Runoff = 1.45 cfs @ 11.96 hrs, Volume= 0.067 af, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 firs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfal1=9.07" 0.150 61 >75% Grass cover, Good, HSG B 0.019 98 Paved parking, HSG B 0.169 65 Weighted Average 0.150 88.76% Pervious Area 0.019 11.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Subcatchment 2S: Post Dev DA to SC-310 Hydrograph i i i i i i i i i i i i i i i i i i i i i i i ■Runoff i i i i 1.<5 cis i i i i i i i i i i i i i i i i i Type II ',24-h� 1',00-Year Rainfalh9.07 - RWnbff Meg=0.1t; 69 a ---------- --- t#npff V9 gm;e70.Q67 of kunoff bopthT4A�' LL Tc=5.0 rnih QN=6$ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Post-Dev DA Calcs SHIMP ENGINEERING, P.C. Post-Dev DA HydroCAD Calcs Type II24-hr 100-Year Rainfall=9.07" Printed 1/8/2021 Hydrograph for Subcatchment 2S: Post Dev DA to SC-310 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.05 0.00 0.00 1.00 0.10 0.00 0.00 1.50 0.15 0.00 0.00 2.00 0.20 0.00 0.00 2.50 0.26 0.00 0.00 3.00 0.31 0.00 0.00 3.50 0.37 0.00 0.00 4.00 0.44 0.00 0.00 4.50 0.50 0.00 0.00 5.00 0.57 0.00 0.00 5.50 0.65 0.00 0.00 6.00 0.73 0.00 0.00 6.50 0.81 0.00 0.00 7.00 0.90 0.00 0.00 7.50 0.99 0.00 0.00 8.00 1.09 0.00 0.00 8.50 1.20 0.00 0.00 9.00 1.33 0.01 0.00 9.50 1.48 0.03 0.01 10.00 1.64 0.05 0.01 10.50 1.85 0.10 0.02 11.00 2.13 0.17 0.03 11.50 2.57 0.32 0.06 12.00 6.01 2.36 1.26 12.50 6.67 2.85 0.12 13.00 7.00 3.10 0.08 13.50 7.25 3.29 0.06 14.00 7.44 3.44 0.05 14.50 7.60 3.57 0.04 15.00 7.74 3.69 0.04 15.50 7.87 3.79 0.03 16.00 7.98 3.88 0.03 16.50 8.08 3.96 0.03 17.00 8.18 4.04 0.03 17.50 8.27 4.11 0.02 18.00 8.35 4.18 0.02 18.50 8.43 4.25 0.02 19.00 8.51 4.31 0.02 19.50 8.57 4.36 0.02 20.00 8.63 4.41 0.02 20.50 8.69 4.46 0.02 21.00 8.75 4.51 0.02 21.50 8.81 4.56 0.02 22.00 8.86 4.60 0.02 22.50 8.92 4.65 0.02 23.00 8.97 4.69 0.01 23.50 9.02 4.73 0.01 24.00 9.07 4.78 0.01 24.50 9.07 4.78 0.00 25.00 9.07 4.78 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 9.07 4.78 0.00 26.00 9.07 4.78 0.00 26.50 9.07 4.78 0.00 27.00 9.07 4.78 0.00 27.50 9.07 4.78 0.00 28.00 9.07 4.78 0.00 28.50 9.07 4.78 0.00 29.00 9.07 4.78 0.00 29.50 9.07 4.78 0.00 30.00 9.07 4.78 0.00 30.50 9.07 4.78 0.00 31.00 9.07 4.78 0.00 31.50 9.07 4.78 0.00 32.00 9.07 4.78 0.00 32.50 9.07 4.78 0.00 33.00 9.07 4.78 0.00 33.50 9.07 4.78 0.00 34.00 9.07 4.78 0.00 34.50 9.07 4.78 0.00 35.00 9.07 4.78 0.00 35.50 9.07 4.78 0.00 36.00 9.07 4.78 0.00 36.50 9.07 4.78 0.00 37.00 9.07 4.78 0.00 37.50 9.07 4.78 0.00 38.00 9.07 4.78 0.00 38.50 9.07 4.78 0.00 39.00 9.07 4.78 0.00 39.50 9.07 4.78 0.00 40.00 9.07 4.78 0.00 40.50 9.07 4.78 0.00 41.00 9.07 4.78 0.00 41.50 9.07 4.78 0.00 42.00 9.07 4.78 0.00 42.50 9.07 4.78 0.00 43.00 9.07 4.78 0.00 43.50 9.07 4.78 0.00 44.00 9.07 4.78 0.00 44.50 9.07 4.78 0.00 45.00 9.07 4.78 0.00 45.50 9.07 4.78 0.00 46.00 9.07 4.78 0.00 46.50 9.07 4.78 0.00 47.00 9.07 4.78 0.00 47.50 9.07 4.78 0.00 48.00 9.07 4.78 0.00 999 Rio Road Energy Balance Equation Summary: POA 24 Hr 1 year Storm Comparison: Qee. ,4 I.F. *(Qp acrewpm*RVw"-oe ewprYRVdevrwpm Q&a 4 (Qf.,s *RVf..d)/Rvderr I.F. 10.81 0.64 0.051 R13x Qd—[,w�d = 0.11 cfs 0.228 SITE AREA: Qpre-devewpm ac = RVpfr_oevewpm = RV�" = Achieved Post-Dev Max Runoff Q1yr = 0.11 cfs. Site complies with 9VAC25-870-66-(3)A Maximum Qluyr = 3.32 cfs ev) Achieved Qlayr = 2.70 cfs 0.8 FOR LDA > 1 AC 0.9 IFORIDA<IAC LDA= AC Predev Flowrates Storm cfs 1-yr 10-yr Postdev Flowrates Storm I ers Flow Reduction Check Energy Balance Equation Compliance: Achieved Predev Reduced 999 Rio Road Time of Concentration Calculations PRE DEV DA TOC 100 ft Overland Flow 3.77% slope 0.35 C-value I 9.9 min ISeelye Chart 291.0 ft S.C. Flow 3.53% slope 1.5 fps velocity 3.2 min. INEH Figure 15-4 Channel I height I Imin. IKirpich Chart TOC=j 13.1 min. 999 Rio Road Time of Concentration Calculations POST DEV DA TOC All ToC's assumed to be 5 minutes. This assumption dictates very conservative design factors. TC 5.0 MINUTES LEGEND ® POST DEV IMPERVIOUS TO STORMTECH MC-3500 ❑ NO HATCH IS TURF AREA — — INLET DRAINAGE AREA 999 Rio Road Str. Type Str. No. Total Area (1Y) Imp. (0) Turf (R) C Area (ar) Str. Type Str. No. Total Area (R) Imp. (H) Turf (R) C Area (ar) Str. Type Sh. No. Total Area (1Y) Imp. (R) Turf (R) C Area (ac) Inlets Dramage Area Summary Ex. DI-3B AO 9,406 9,406 0 0.90 0.22 36"MH-1 CI 0 0.00 0.00 YARD DRAIN D3 4,392 1265 3,127 OA7 0.10 Imperwaasc o.9 DI-7 AIA 6,982 788 6,194 0.37 0.16 DI-3B C2A 5,847 4,252 1,595 0.74 0.13 YARD DRAIN D4 3,180 758 2,422 0.44 0.07 Pervpus C 0.3 DI-3B A2 16,534 12,442 4,092 0.75 0.38 MH-1 C2 0 0.00 0.00 36"MH-I A3 0 0.00 0.00 M11-1 C3 0 0.00 0.00 36"MH-1 BI 0 0.00 0.00 DI-7 C4 23,321 12,929 IQ,392 0.63 0.54 ' 5 ' I �I _ , I N y1 Its I W 5002 WELL. NOT IF SHIMPENUNEERM. P.C. EN6RffHNN6-LtWPIAMW6-PROJEC7MMMM MEND (434) 227-5140 RA 11,11110 PAPER WA MINES MEN PA, 0A IPA P F9 I E 1-0 IF/, 0A AP-11 ,y� T0� rC MC C�ti I Nil' 999 Rio Road W Inlets Drainage Area MAp REVISION DATE: 01-07-2021 35 30 v Po'+ed . a z 25 o .e 300 cr Bare o 20 w 200 SO" i r Poor \ Gross W i,__3 z g Surface W Avero -./ WZ O0 Surface U N0.5 0. 0 15 90 \ cn o- FE 8O Dense Gross \t- / o 70 .z . 50 :v 20 a w U -J 40 i0 zo U = u 30 9 u~i w Z J B 20 7 10 6 OVERLAND FLOW TIME (Seelye Chart) Source: Data Book for Civil Engineers. E.E. Seelye Plate 5-1 SHIMPENGINEERING, P.C. EWINEERINGLANOPLAWING -PROTECT MANAGEMENT C—) ti, ����■■■�■1■111111 , , ����■■■�■111111111 OMNIIIIIII I i ■ ■■■II ■.,1,11'1 MEMO iie= l:aii�= . � ilaiiC® sillily i=®®■i� C� II - O Velocity (tt/■) 999 Rio Road Pre Development Drainage Area Time of Concentration Nomographs REVISION DATE: 01-07-2021 999 Rio Road Inlets Drainage Area Summary Impervious C 1 10.9 Pervious C 1 10.3 Str. Type Str. No. Total Area (ft) Imp. (ft) Turf (ft) C Area (ac) Ex. DI-313 AO 9,406 9,406 0 0.90 0.22 DI-7 AlA 6,982 788 6,194 0.37 0.16 13I-313 A2 16,534 12,442 4,092 0.75 0.38 36" MH-1 A3 0 0.00 0.00 36" MH-1 B1 0 0.00 0.00 13I-313 B2 2,708 2,620 88 0.88 0.06 DI -A E1 16,144 13,815 2,329 0.81 0.37 36" MH-1 C1 0 0.00 0.00 13I-313 C2A 5,847 4,252 1,595 0.74 0.13 MH-1 C2 0 0.00 0.00 MH-1 C3 0 0.00 0.00 DI-7 C4 23,321 12,929 10,392 0.63 0.54 YARD DRAIN D1 3,445 1,304 2,141 0.53 0.08 YARD DRAIN D2 2,867 1,288 1,579 0.57 0.07 YARD DRAIN D3 4,392 1,265 3,127 0.47 0.10 YARD DRAIN D4 3,180 758 2,422 0.44 0.07 999 Rio Road LD-204 Slormwater Inlet Computations Inlet: on Grede Only S, bole. (,ody 1s5 5 5 to 11 1 o o' ° 11 1-y 1 w 19 m 20 8 21 2 x 3 ag 2 1 3 5 6 6 6 9 9 19 11 12 13 14 IS 16 19 1 I% 19 29 21 22 23 24 (ft) Iaz) (ilu) (ch) (cG) (ch) (Y) CO (l) (fl) (R) (cfs) (as) (H) (R) (9) AO Ex DI-311 16 0.22 0.90 O.19 4.0 038 0.00 0.78 O.OIS 0.02 0.02 0.00 5.0 O.I I I00.O% 0.78 0.00 6.5 1.26 0.03 1.29 6.79 0.14 98.1% 1 27 0.02 AIA DI-7 3.50.5 0.16 0.37 0.06 4.0 0.24 0.00 0.2A O.OIS 0.02 0.50 0.00 0.04 0.5 0.08 1A3 6.5 0.38 0.19 0.57 0.07 0.5 0.14 189 A2 DI-3B 10 0.38 035 0.29 4.0 1.14 0.00 1.14 0.015 OM 0.02 0.00 6.49 O.13 999% 1.14 0.00 6.5 1.85 0.00 1.85 7.78 0.16 89.9% 1.67 0.19 B2 DI-3B 6 0.06 0.88 0.05 4.0 0.22 0.00 0.22 0.015 OAI O.OI 0.00 4.0 0.07 100.0% 0.22 0.00 6.5 0.36 0.00 0.36 5.63 OAS IWO% 0.36 0.00 EI DI -A 3.50.5 0.39 081 0.30 4.0 121 0.00 1.21 0.015 OM 0.01 ON 0.11 0.5 0.23 7A4 6.5 196 0.00 1.96 0.16 0.5 0.31 9.60 C2A DI-3B 6 0.13 034 O.IO 4.0 0.40 0.00 0." 0.015 OAI 0.02 4.38 0.09 I00.O% 0.40 0.00 6.5 0.64 0.00 0.64 5.23 0.10 95.1% 0.61 0.03 C4 DI-7 3.50.5 0.54 0.63 0.34 4.0 1.35 0.00 1.35 0.015 0.02 0.02 0.12 0.5 0.24 7.117 6.5 220 0.00 2.20 0.19 0.5 0.34 10.23 DI YARD DRAIN 1 0.09 0.53 0.04 4.0 0.17 0.00 0.17 0.0I5 0.05 0.02 0.00 0.07 0.5 0.14 4.05 6.5 0.27 0.00 0.27 0.10 0.5 0.19 5.33 D2 YARD DRAIN 1 0.09 0.57 0.04 4.0 0.15 0.00 0.15 0.015 OA5 0.02 0.00 0.07 0.5 0.13 3.76 6.5 0.24 0.00 0.24 0.09 0.5 0.18 496 D3 YARD DRAIN 1 0.10 OA7 0.05 4.0 0.19 0.00 0.19 0.015 OA5 0.02 0.00 0.08 0.5 0.15 431 6.5 0.31 0.00 0.31 0.11 0.5 0.21 5.79 D4 YARD DRAW 1 0.09 0.44 0.03 4.0 0.13 0.00 0.13 0.015 OA5 0.02 0.00 0.06 0.5 0.12 3,17 6.5 0.21 0.00 0.21 0.08 0.5 0.16 4.58 999 Rio Road LD-229 STORM DRAIN DESIGN COMPUTATIONS From To Catch. Runoff Inc Acwm ToC Total Total UP Do Pipe Inv Pipe Pipe Velocity Flow time Point Point Area Coef AC AC Intensi Flow (cfs) invert Invert Len Sloe Diameter Capacity Inc (ac) (min) (inthr) El El (ft) % (in) (cfs) (f /s) (min) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 A3 A2 - - - - - - 2.61 465.30 465.00 28.66 1.05% 18 9.3 4.5 0.11 * 10-Yr Flow from HydroCAD MC-3500 A2 Al 0.38 0.75 0.29 0.29 5.11 5.14 1.47 465.30 465.30 102.16 0.00% 18 1.6 1.0 1.68 Al All 0.22 0.90 0.19 0.19 6.68 4.78 2.71 464.00 463.75 1 102.16 0.24% 15 10.8 7.3 0.23 ** 10-Yr Flow from HydroCAD MC-3500 + SC-310 AM AIA - - - - 5.23 5.11 0.10 1 464.15 1 464.02 28.71 0.5% 18 6.4 1.3 0.36 ***10-Yr Flow from HydroCAD SC-310 B2 B1 0.06 0.88 0.05 0.05 5.36 5.08 0.28 470.53 469.33 56.13 2.14% 15 8.2 3.1 0.30 C4 C3 0.54 0.63 0.34 0.34 5.30 5.09 1.73 470.15 469.75 65.95 0.61% 15 4.4 3.2 0.35 C3 C2 0.00 0.00 0.00 0.34 5.35 5.08 1.72 469.55 468.50 175.42 0.60% 15 4.3 3.3 0.88 C2 Cl 0.00 0.00 0.00 0.34 5.88 4.96 3.93 468.30 467.92 37.79 1.01% 15 5.6 5.0 0.13 **** Flow from C3-C2 + flow from C2A C2A C2 0.13 0.74 0.10 0.44 5.13 5.14 2.25 1 470.90 1 469.70 93.16 1.29% 15 6.4 4.7 0.33 Water Quality Calculations: Pre -Development VRRM Land -use Map Post -Development VRRM Land -use Map VRRM Redevelopment Spreadsheet - 1 VRRM Redevelopment Spreadsheet - 2 VRRM Redevelopment Spreadsheet - 3 SOIL TYPE IS 21B HSG: B LEGEND ® PRE DEV IMPERVIOUS PRE DEV TURF ® PRE DEV WOODS IIr- W I W Y . 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Y W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W Y W W W M1 J Y W W W W M1 M1 W W W W W M1 M1 W W W W W W W W M1 W W W W W W M1 W W Y W W W M1 M1 W Y W W W M1 M1 W Y W W W W W W W W V Y W V W W W V Y M1 V W W W Y Y W W V M1 V W W W W Y M1 V W W W W Y M1 V W W W W Y W V W W W W Y W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W M1 • M W W W W M1 ry M W W W W M1 ry W W W W W M1 ry W W W W . . . . . . . . . . M M W W . . . . . W W W M1 ry W Y W W W ry M1, W W W . . . . . . . . . . W . . . . . . . . . . W W W W W . . . . . . . . W . . . . . . . . . . . . . . . . . . . M1 W W W W W W W W W . W W W W W W W W W W W W W W W W W M1 W W W W W W M1 W W W W W W M1 W W W W W W M1 W W W W W W M1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TAMP M-19.4B . . . . . . . . W W W W W W . W W W W W W . W W W W W W . W W W 'Y W W 1 W W . . . . . . . . . . . . . . . . . . . . . . . WIjJD�MpI�L VEN`FURE"S LCCW . . . . . . . ti- . . . . . W W W W W W W W W W W W W W W W W W W W W W W W W W W W W QB 4y0S,P,G 3,1� W W W W W . . . W W W W W W W W . . . . . . . . . . . . . . . . . . . . . . . . . . . . .ION& N&GHBORH00D $AOD�L D,STRICT` . W . W W ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . +USEW SINGLE AMWAQ Y R.ESIDFNTIeL� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W . . . . . . W W W W W . . . W . . . . . . W . . . . . . W . . . . . . W . . . . . . W W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W . . . . . . . . . . W W . . . W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �If' �. W. W 'Y �. W W W W W J' W. W. W.� W W W W W W J' W. W. W. 'L . W W W ,1, .�. W W• W . W W W . W . W . W W W . W . . . W . . W . W . W . . . W . W . W W W . W . W . W . W . W . W . . W . W . W . W . W . W . W . . W . W . W . W . W . W . . W . W . W . W . W . W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �7 COUNTY OF ALBEMARLE ,. DB 4830 PG 20 0,187 AC t3 SMWENNNEERING, P.C. ENfiLYEERLYG-IANOPlAMYGYG-FRiWCT MANAGEMENT 40 ow«LO„ SM") E. � 2"02 a,srN—MP`-Eva�.'EERING.— 999 Rio Road PRE DEVELOPMENT VRRM MAP REVISION DATE: 01-07-2021 Scale: 1 "=30' 0 0 LEGEND ® POST DEV IMPERVIOUS TO STORMTECH MC-3500 POST DEV TURF TO STORMTECH MC-3500 BELVEDERE BLVD. VARIABLE WIDTH R/W DB 3772 PG 366 // EF /pP PA O/ pop / /// """"""""" .LAN pA.LL.�J._��.L�i.L/..�J.L.�. SMWENGINEERING, P.C. ENfi6YE6RING-TANOPlA ANG-MMUMANAGEMENT 5140 cHARLO SMN E. � 2"02 ..,sr�,—MP-EN-RING.COM r r r y 999 Rio Road POST DEVELOPMENT VRRM MAP REVISION DATE: 01-07-2021 MANAGED TURF yr� A 0.91AC " r IMP A 123AC LIMITS OF E DISTURBBANCr y r y r rr y y ry AREA 2CAC y r r r r rr y r r y y r r yr r r r yr r y r r y r r y v y r yy r r y y y y r y y y r rr rr yr r y rr y y yy r " yr y r +' r r yy rr r r r y r y r y r y r ry y ry rr yr y yyr r ry y rr rr r yy r y yy rr r y rr rr y yrr r y" r y r r r y y r r y y r y r y . v yy y r r r r r r y y r r r y y y y y r y r r y r r r r y y r Scale: 1 "=30' uey nrgsma xunop xeuumon memos xe-vevnopmenttompswnreapreemnem �rernonau D aplL RMP 54ademaand spedrio , 0 20130na 0MP saWwk And Sgdfi lions a=+ relh ProjeRName: a-RwE Dr: Dale: L./E3/2020 mnn sues Linear Develop men[%oiecl? No ..:........... ...... ulalasl nulh Site Information Post -Development Project (Treatment Volume and Loads) EMeYlotal 0isturbeclArea(acres) j 216 Chock: ..I Mslgn Specifications 111, 2013 D2h St&&Specs teeconodworelect? No ® Me. a mnd reae.areaa _rated call' ✓ ROMIN ]owl mswrhedmea entered? ✓ naranand Owel-amm,aae. a,aaw m, 0 n.aumanaraa wnwmao-oml D.0 Land user rmygmaPare nmvl-..eian,uee e aawwaaoa,am.arn.a„w Iona removal r,�na�aaa,.nl.,ml ma. a.aaaem. a. . naumanaraa aravenin" A0 Rumaf(ueffidavnta l- - - sdla aYh cbh sdla taire n.vvan svre rmm/opusm,e tm«1>*axlA,taserlxmlam wegnres mgml weklnae"LarvN pre Naval u oaae Ll L_ .Inma.'AT,—, ever-mtmm pre ever waemad-mao do . aa,icae.nd Maroad TrI urcemmnmw, mrse, o.xs o15 mu um rvml las aylmPa.vmn areamp:awal +m lane We F AnAve Load Treatment Volume and Nutrient Load mmmavrnLanamannvaume "°eYe�"a" laeeal amps onzsz Lamm) m ovzs .a—aanadTera mm rival lava Taal 1.[sz ;Los ame a.mx Inuaian pMeaevelnprcm R bae Fami IIal IJIfi 0.]a m 3.09 Lhi r,ae�.manniad pa,aoe lyme/xl -aa osr m wnmanp:n TP Im/amN. Im d0e/stl PwWaaMamiwmp .ma.enpmann,aaamnei epa:a oas amamm®+ m,na.. ime, mm..m rmaxymemxm�maama xre lemawlwawa, cw lavml as .. Iaa' Trealmenl Volume and NorNatn Load Arms Peal aam avers, li persaaaaaaraver Lavarearria ilwarraw m maeaeenmmI Am. au nabM,ryew 1.93 e Ue/r0 Am,amm aUe/vd _. _.i ]P Wad Reduatian Required lib/yr) "", Nitrogen Loads (Informational Purposes Only) mon m .a- 1—caa4.an1muselMnl xw Hmeme xe. Ile/nl Site Results (Water Quality Compliance) Area Checks D.A.A D.A.B DA.0 DA.D 0.0.E AREACHECK FOREST/OPEN SPACE (at) 0.00 O.W 0.00 i0.00 Ow OR. IMPERVIOUS COVER )a[) IMPERVOUS COVER TREATED )a[) 1.16 1.16 O.W Ow O.W O.W�M. O.W 0.W 0.W OK. OK.MANAGED TURF AREA (aC) 0.67 O.W 0.00 00.W OK.MANAGED TURF AREA TREATED (aC) 0.67 O.W D.W O.W OK. ARFACHECK OK OK. OK. OK. Site Treatment Volume(ft') 4902 Runoff Reduction Volume and TP By Drainage Area D.A. ADA. C REDUCTION VOLUME ACHIEVED (na) 00TP LOAD AVARABLE FOR REMOVAL pb/yrl 2.66 O.W O.W M-D MMRUNOFF TPIDAOREDUCTIONACHIEVED IIb/yrl 1.14D.W W LOAD REMAINING IIb/yrI 1.7 O.W O.W NTIAOGENIDADREDUCTIONACHIEVED (lb/yr)IF 0.00 O.W O.W O.W O.W 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD pb/yrl 3.08 TP LOAD REDUCTION REQUIRED IIb/yr) 2.OJ W LOAD REDUCTION ACHIEVED pb/yrl 1.14 W LOAD REMAINING (lb/yr): 1.90 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr): 0.93 Total Nitrogen (For Information Purposes) POST-DEVEIAPMEMIAADIIb/N) 2203 NTIAOGEN LOAD REDUCTION ACHIEVED pb/yrl 0.00 REMAINING POST -DEVELOPMENT NITRWEN LOAOIIbNrI 22.03 Virginia Runoff Reduction Method Worksheet DEC, Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 LIMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: 999 Rio Road Date: 44188 Total Rainfall (in): 43 Total Disturbed Acreage: 2.14 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) Asoils BSolls CSolls DSolis Totals %of Total Forest/Open (acres) if 0.35 0.00 0.00 0.35 16d(are Managed Tucs) 0.00 1.66 0.00 0.00 1.66 78 Impervious Cover (acres) 0.00 0.13 0.00 0.00 0.13 6 2.14 100 Post-ReDevelopment Land Cover (acres) Asoils BSolls CSolls DSoils Totals %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.91 0.00 0.00 0.91 43 Impervious Cover (acres) 0.00 1.23 0.00 0.00 1.23 57 2.14 100 Site TV and Land Cover Nutrient Loads Final Port -Development Post- post- Adjusted Pre- (Post-ReDevelopment ReDevelopmem Developmentm ReDevelopment rvlous &New l pe ) (New Impervious) Site Rv 0.63 0.29 0.95 0.29 Treatment Volume(ft°) 4,902 1,109 3,793 1,109 TP Load(lb/yr) 3.08 0.70 2.38 0.70 Total TP Load Reduction Required (lb/yr) 2.07 0.14 1.93 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (Ib/yr) 22.03 7.60 Pre- ReDevelopment Final Post -Development Post-ReDevelopment TP TP Load per acre TP Load per acre Load per acre (lb/acre/yr) (lb/acre/yr) (lb/acre/yr) 0.67 1.44 0.67 Summary Print Virginia Runoff Reduction Method Worksheet Site Compliance Summary Maximum% Reduction Required Below 20% Pre-ReDevelopment Loatl Total Runoff Volume Reduction (k') 0 Total TP Load Reduction Achieved (lb/yr) 1.14 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load 1.94 (lb/yr) Remaining TP Load Reduction (lb/yr) 0.93 Required Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area Summary DA. A D.A. B DA. C D.A. D D.A. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf(acres) 0.67 0.00 0.00 0.00 0.00 0.67 Impervious Cover(acres) 1.18 0.00 0.00 0.00 0.00 1.18 Total Area (acres) 1.85 0.00 0.00 0.00 0.00 1.85 Drainage Area Compliance Summary DA. A D.A. B DA. C D.A. D D.A. E Total TR Load Reduced (lb/yr) 1.14 0.00 1 0.00 1 0.00 0.00 1.14 TN Load Reduced (lb/yr) 0.00 0.00 1 0.00 1 0.00 0.00 0.00 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Soils B Soils C SOIIs D Soils Total %of Total Forest/Open (acres) D. 0.. 0.00 0.00 0.. 0 Man aged Turf(acres) 0.00 0.67 0.00 0.00 0.67 36 Impervious Cover (acres) 0.00 1.18 0.00 0.00 1.18 64 1.85 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit volume (fc') Upstream to Practice (Ihs) (Ib/yr) (Ih/yr) to be Employed (acres) Area (acres) Practices (Ihs) 14.b. Manufactured Treatment Device- Filtering 0.67 1.18 4,555.65 0.00 2.86 1.14 1.72 Total Impervious Cover Treated(acres) 1.18 Total Turf Area Treated (acres) 0.67 Total TP Load Reduction Achieved in D.A. (Ib/yr) 1.14 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Summary Print Virginia Runoff Reduction Method Worksheet ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Runoff Volume and CN Calculations 1-year storm 2-year storm 10-year storm Target Rainfall Euent(in) I 0.00 0.00 0.00 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 85 0 0 0 0 RR (fta) 0 0 0 0 0 I -year return period RV wo RR(wzin) 0.00 0.00 0.00 0.00 0.00 RV w RR(wsin) 0.00 0.00 0.00 0.00 0.00 CN ad)ueted 100 0 0 0 0 2-year return period RVwo RR(ws-in) 0.00 0.00 0.00 0.00 0.00 RV w RR (wean) 0.00 0.00 0.00 0.00 0.00 CN adjusted 100 0 0 0 0 10-year return period RVwo RR(Zin) 0.00 0.00 0.00 0.00 0.00 RV w RR(wzn) 0.00 0.00 0.00 0.00 0.00 [N adjusted 100 0 0 0 0 Summary Print USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Albemarle County, Virginia January 8. 2021 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 3 M1 R 722530 Custom Soil Resource Report Soil Map M1 rr � tJ � ( L 38°T47N —I - 72T530 722Mq 722990 T4'�1 'lllf$ 3 P Map Sde: 1:1,180 (prkftd m A pD ba►(8.5' x 11") died: Meds N 0 15 30 60 9D AFeA D W ,OD 300 300 Map projelm: Web Maomr Cm wwdreb�:WGS84 E*pbd :UTMZme17NWGS84 9 MAPLEGEND Area of Interest (AOQ O Area of Interest (AOI) Solis Soil Map Unit Polygons N Soil Map Unit Lines Soil Map Unit Points Special Point Features V Blowout ® Borrow Pit Clay Spot O Closed Depression Gravel Pit Gravelly Spot O Landfill A. Lava Flow Marsh or swamp Mine or Quarry O Miscellaneous Water O Perennial Water y Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot Q Sinkhole Slide or Slip J, Sodic Spot Custom Soil Resource Report MAP INFORMATION g Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. o Stony Spot W Very Stony Spot Warning: Soil Map may not be valid at this scale. wet Spot Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil Special Line Features line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed Water Features scale. Streams and Canals Transportation Please rely on the bar scale on each map sheet for map �..ry Rails measurements. N Interstate Highways Source of Map: Natural Resources Conservation Service ti US Routes Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Major Roads Local Roads Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts Background distance and area. A projection that preserves area, such as the . Aerial Photography Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 14, Jun 3, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 21 B Culpeper fine sandy loam, 2 to 7 percent slopes 3.4 100.0% Totals for Area of Interest 3.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic Gass. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncentrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. W Custom Soil Resource Report Albemarle County, Virginia 21 B—Culpeper fine sandy loam, 2 to 7 percent slopes Map Unit Setting National map unit symbol: kb8k Elevation: 390 to 1,050 feet Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost -free period: 195 to 231 days Farmland classification: All areas are prime farmland Map Unit Composition Culpeper and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Culpeper Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex Parent material: Residuum weathered from meta-arkosic sandstone and quartzite Typical profile H1 - 0 to 8 inches: fine sandy loam H2 - 8 to 30 inches: clay H3 - 30 to 37 inches: sandy clay loam H4 - 37 to 45 inches: fine sandy loam H5 - 45 to 50 inches: bedrock H6 - 50 to 79 inches: bedrock Properties and qualities Slope: 2 to 7 percent Depth to restrictive feature: 40 to 79 inches to lithic bedrock; 40 to 79 inches to paralithic bedrock Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No 13 12/3/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA*`r Latitude: 38.064', Longitude:-78.4626o Elevation: 471.96 ft** 'source: ESRI Maps iA -" source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta. and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)+ Average recurrence interval (years) Duretion + z s +o zs so 1 100 oo zoo soo +000 Sarlin (0.3118-0391) (0.3779-0.466) (0.444-0.546) (04 98- 613) (0.558- 688) (0.6040 48) (0.65--0804) (0.6840857) (0.728-0924) (07 62-0.980) 011-08 139 +o-min08 (0.5080625) (0.606-0?5) (0. 74) (00980) 7 98 8 90- (01510) (0.962-11.19) (1.03128) (1.08L36) (1. 5-3L5) (1.20-1. 54) +s-min (0.6350782) (0.7620938) (0. 99---1.11) (1.017L24) (1.3-21.39) (1.22-3L51) (1.30-1761) (1.37--11671) (1. 5-6L84) (1.511594) 3o-min (0.870 07) (1.06-1.30) (1.284.57) (1.48L80) (1.672706) (1.842.27) (1.99-� 7) (2: 3-2.67) (2.31 2.93) (2.44-3.14) 6o-minIF (1.09-21034) (1.32-11..63) (1.642? 01) (1.90-2.34) (2.22-2.74) (24 93.08) (2.743941) (2.993.74) (3.31420) (3.564.3) 2-hr (1.27-11..65) (1.54 2600) (1.93 2050) (2.27 2893) (2. 9 3848) (3.03-3.95) (3.38 4.42) (37 44.92) (4.295.62) (4.616.23) 2.82 S-hr (1.39--11..82) (1.68 2z20) (2. 0�76) (2.483.22) (2.9233.84) (32 94.35) (3. 8 4988) (4.075845) (4.59 6 23) (5.0266.90) 6-hr (1. 9-02.29) (2. 5--2..76) (2.66 33a3) (3.124A3) (3.3 4884) (42 5-5.54) (a. 8 628) (53 37..09) (6. 0 825) (67 89.27) 4.51 BLU +2-hr (2.24--62..90) (2. 0 3550) (3.35426) (39 5-5.15) (4.77 624) (5.47-3722) (6. 0 828) (6.999.44) (8. 2811.2) (9. 17 2.8) 24-hr F2A (2. 23?40) (3.294611) (4. 95825) (49 36.19) (6.027958) (6.938.77) (7.92-010.1) (8.98- 1.5) (10.5- 3.7) (11.8-15.6) 3 2-day (3. 03799) (3. 84283) (4. 3--r�6.14) (57 8721) (6.988775) (7.9810.0) (9.02-11.5) (10.1- 3.0) (117315.3) (13.1-1 3) 6. 3-day (3. 5421) (4. 8---5.10) (5. 0648) (6.21--67760) (7. 0923) (8.57-610.6) (9.69-2.1) 1 (10.9-3.7) 1 (12.6-16.1) 1 (14.08.1) 4-day (3. 94343) (4A73837) (5.676081) (6.64- .99) (a. 39.70) (9.17--121.1) (10.4-12.7) (117-14.4) (135-116.9) 1 (15.0-19.0) 7-day (4.30-5.11) (5. 86.16) (6.5-07.70) (7.51 8.96) (8.3-610.8) (102- 2.3) (11A 13.9) 1 (12.815.7) 1 (14.6- 8.2) 1 (162- 0.4) IF 10 dey (4. 0575) (5. 9690) (7.268752) (8.389.83) (9.898.7) (11.1213.2) (124--14.8) (1377--16.5) 1 (15.6- 9.0) 1 (170-21.0) 20aay (6. 3--747) (7. 98291) (9.39- 0.8) (10.8 2.2) (123--14.2) (13.815.7) (14?9-17.3) 1 (16.3-19.0) 1 (18.0-21.3) 1 (19.4- 3.1) 30-0ay (8.05-9.11) (9.5410.8) (11312.8) (12.814.3) (143�6.2) (15.5-167.7) (16.8- 9.2) (18.0-0.6) (195�22.6) I (20.824.0) 8A -IF 45-0ey (10.1---1.3) (11.9-3.4) (13.9-15.6) (15.4-17.3) (iZ3- 9.5) (187-21.1) (20.022.6) (212-24.2) (22�6.2) (24.0-27.7) 60-0ay (11.9-13.2) (14.0- 5.6) (16.1- 8.0) (1 -7---19.7) (192T22.0) (212� 3.7) (22�5.3) (23.926.9) (25?5-3.9) (262& 0.4) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration sedes (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA AOas 14 document for more information. Back to Top hftps://hdsc.nws.noaa.govlhdsc/pfds/pfds_Printpage.html?lat=38.0640&Ion=-78.4626&data=depth&units=english&series=pds 1/4 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report