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WPO202100001 Stormwater Management Maintenance Agree. 2021-03-11
SHIMP ENGINEERING, P.C. Design Focused Engineering Stormwater Management Plan Calculation Packet Tax Map 61, Parcel 154B Project Name: 999 Rio Road Prepared by: Shimp Engineering P.C. Revision Date: 03/03/2021 ST fr IMP a Lic. N . 45183 G� SS/nnier E� SHIMP ENGINEERING, P.C. Design Focused Engineering March 3, 2021 Albemarle County Department of Community Development 401 McIntire Road Charlottesville, VA 22902 Regarding: WPO 202100001 999 Rio Road— VSMP Plan SWM Calculation Packet Dear David, 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 Provided Treatment Provided via via (2) Two Isolator purchase of nutrient 2.14lb/yr Rows credits 1.14 lb/yr 0.93 lb/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 corner 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 I0-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 0.13 cfs 0.13 cfs 10-Yr 3.32 cfs 3.32 cfs 2.95 cfs If you have any questions about this calculation packet please do not hesitate to contact me at: steohanie@shimp-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 Maps Post -Development HydroCAD Report Energy Balance Equations TOC Calculations Nomographs Post -Development Inlets Drainage Area Maps Structure Drainage Area Summary VDOT LD-204 VDOT LD-229 Peak Discharge Calculations 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 VRRM Redevelopment Spreadsheet - 4 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 Maps Post -Development HydroCAD Report Energy Balance Equations TOC Calculations Nomographs Post -Development Inlets Drainage Area Maps Structure Drainage Area Summary VDOT LD-204 VDOT LD-229 Peak Discharge Calculations a a- "�"_"_ BELVEDERE BLVD. LEGEND ® PRE DEV IMPERVIOUS PRE DEV TURF FLOW DIRECTION WelotedCN 64 VARIABLE WIDTH R/W h. DB 3772. PG. 366... -CURB n �� M1 • J✓ Y W .� M1 • .� Y W W � M1\\ • • \Y W W �. M1 • M1 � II � / .Y4j W W W T W• W W W W \W \ I .� ' ' .• 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 / � / / " �• �s� .ry' M W W W W 1 W. W. W W W. W . . es. 1I It 4N W W W. W. . . . . . . . .. . . . . . . W �.W.W.W.W..• . .W.W.W.W..•��W. W.W\.• �.• .\. .WL�.�\W..•\•. •.�.• •W .•. W..•W.. •.\ PRE—DEV AMPERVIOUX �-•^` AREA 9.109AC PRE—DEV DV AREA=I.28�AC TAP 6I�1648 .*PRE—DEV MAjiGED NTURELLC . . ./. . W W TURF AREA�1.173AC / 4d05 G JZ1 . ` . . . . . . . . o. . . . i=ONEe �N6iGHWRHOOD VODFL D�,S1wRI�T` . . . �.` V . ./ I. . . /. . . . '✓'. . W \. . . /... . . . . ]''Y . . . i+ . . i+ . +USE! SINGLE FAMay R,ESID.ENTIAL�. . . .� �•/ . . . /. . .� /� . . . . . . . .//. . . y . W . .I . . . I . .1.9i8IAi . . JI . . W . . . . W W//W . . . . . W W /.J✓ Ate. . ./ . . W ./ 'r -. 1I/ . . . / . � . . . .✓ . . . ,Y . . . .! . . . . . . � ( / ,' / pro / / . `.I. .�W . W•W•. . •Y• . . .W. . W . . . . . . . . . ... . . � . W . . j. W \•Y\ . . W W ./p . . . W� W���������{������ . ./ W . . . ./ . . W W I ,i I I / / / T VY = W/• W I• 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 M �/• W W W'�W W• W W 'W • W W W W W �W/Y/ W W W W• W• W P \ I / I I l /' / / / \ w „9 \ I TMP 62F2—E2 I W / W . W ...✓ .. . . . �� . . . \ J \ / / / / \ / COUNTY OF ALBEMARLE / J fIDS 4830 PG 20 0.187.187 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 Total Drainage Area 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 EVO WFAWWG-LANOP7A &NG-PROJEt7MANr1GEMUff Scale: E, (434)227_5140 REVISION DATE: 03-03-2021 "=30' is Pre Dev DA to POA Subcat Reach Aon Link Pre Dev DA Calcs Pre-Dev DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Pre-Dev DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 4 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 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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Ft',24=ht 14ear -- - - - -- - RainfaI:�102'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_�_ _ %noff rVplujmje�O-Q5 I I I I I I I I I I I I I I I --,- Runoff-Dep1hTE .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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Pre-Dev DA Cales Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 hrs, dt= 0.05 hrs Link 2L: POA Hydrograph 0.7 o.ss, ---- --+- 04.� a.e1 -- ---- --+-------jnftOw 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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHINIP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 9 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 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 Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 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 Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Pre-Dev DA Cales Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 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 Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHINIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 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 Calcs Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 14 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 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 Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 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 Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHINIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 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 TO STORMTECH MC-3500 c ° POST DEV TURF TO STORMTECH MC-3500 ® POST DEV IMPERVIOUS TO STORMTECH SC-310 POST DEV TURF TO STORMTECH SC-310 POST DEV DA TO MC-3500 Post-Dev DA to MC-3500 SF AC % Building & Pavement 51,313 1.18 61.4 Impervious 51,313 1.18 61.4 Trot 29,247 0.67 35.0 Total Drainage Area 80,560 1.85 96.4 Total Property 83,557 1.92 100.0 Weighted CN 85 Post-Dev DA to SC-310 SF AC % Building & Pavement 788 0.02 0.9 Impervious 788 0.02 0.9 Turf 6,170 0.15 7.4 Total Drainage Area 6,958 0.17 35.0 Total Property 83,557 1.92 100.0 se - •.-10PAN y SMWEYNNPERING, P.C. E 0ff,R7NG-IANOP7A A"G-FR MTMANAGEMENT 40 cHARLO SME. � 2"02 .usnN—Mv-evaM�eEwwa.aoM Me 10A INS Fir, r 111 0 M. IPA /11 is Is/010A,�. J. j_1_.N __.—., Yam• .R ' .' • � . � • . . • � � a. VARIABLE _ • • • . • . . -... •• OPEMENT DRAINAGE AREAi i i i i REVISION• r : r • Post Dev DA t SC-310 0 Post Dev DA to C-3500 2P 1P StormTech SC-310 StormTech MC-3500 1L POA Subcat Reach Aon Link Post Dev DA Calcs Post-Dev DA Cues Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Post-DCv DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Calcs Post-Dev DA Cates Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 Diam/Width Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 113 465.30 465.00 31.3 0.0096 0.012 18.0 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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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=0.13 cfs 0.194 of Primary=0.13 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--0.171 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=464.70' Storage=48 cf hitlow=0.14 cfs 0.007 of Outflow=0.06 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 Calcs Post-Dev DA Cates Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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 = 0.13 cfs @ 12.12 hrs, Volume= 0.194 of Primary = 0.13 cfs @ 12.12 hrs, Volume= 0.194 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__1__T__r_1__T__r__I__1__T__r_1__T__ r__I__ 1__ r__ r__I__ 1__ r__I__ 1__ luflo- 0.14 '' / __I__I__I__ ____I__1__�__I__i__i__I___I__i__ Lls i__I__-__i__I___------ ■Prima ry o.la cis 0.13 "__. I I oia I Iy*r—y__ I I I I I I I I I I In pI I �2+V f�1�1A_ I I T � vl T 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 0.11 _I _J _1 _1 _L_J _1 _L _I _J _1 _L _I _J _L t _J / I I I I I I I I I I I I I 0.0.9 / / I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0'08 I I I I I I I I I I I I I I I O 00% / I I I I I I I I I I I I I 0.06 J 0.05 —T —r I —r I I I I I —r—T —r —r—T I I I I I —T —r —r —T-1 0.04 I I I I I I I I I I 1_—LIJ1_ I I I I I I 0.03 / _y I I _T I _F I I _I _y _T _F_y I I I I I _i _h _I _y _♦ _Y I I I I I I I 0.02 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0.01 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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHINIP ENGINEERING, P.C. Printed 3/3/2021 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 0.11 0.00 0.11 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 0.08 0.00 0.08 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 Calcs Post-Dev DA Calcs Type II24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 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' 18.0" Round Culvert L= 31.3' Ke= 0.400 Inlet / Outlet Invert= 465.30' / 465.00' S= 0.0096 7 Cc= 0.900 n= 0.012 #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 Primary Outflow Max-0.09 cfs @ 17.07 hrs HW=466.92' (Free Discharge) t ,-Culvert (Passes 0.09 cfs of 7.76 cfs potential flow) 2=0rifice/Grate-(1-YR) (Orifice Controls 0.09 cfs @ 5.99 fps) 3=Orifice/Grate(10-YR) ( Controls 0.00 cfs) =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Post Dev DA Calcs Post-Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 9 i c 0 q m w Pond 1P: StormTech MC-3500 Hydrograph ■ Inflow Primary I - ;--',--r I'�bw'rkrea;1;8�9;a� P_O_aRk FIOV=466_ .9_Z' Storage=0';1 71, of 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) Pond 1P: StormTech MC-3500 Stage -Discharge 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) ■ Primary Post-Dev DA Cates Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 10 Pond 1P: StormTech MC-3500 Stage -Area -Storage � � � � � � � � � � � � � � � � � � � ■ Storage 471 470 __________--- _____________ i i �- i d 466 Pipe Storage + StormTech MC-3500 b+ SlomTech MC-3500 Cap 465 464 1no Storage , 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage (acre-feet) Post-Dev DA Cates Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 11 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 0.00 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 Cales Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 12 Elevation Primary (feet) (cfs) 463.80 0.00 463.84 0.00 463.88 0.00 463.92 0.00 463.96 0.00 464.00 0.00 464.04 0.00 464.08 0.00 464.12 0.00 464.16 0.00 464.20 0.00 464.24 0.00 464.28 0.00 464.32 0.00 464.36 0.00 464.40 0.00 464.44 0.00 464.48 0.00 464.52 0.00 464.56 0.00 464.60 0.00 464.64 0.00 464.68 0.00 464.72 0.00 464.76 0.00 464.80 0.00 464.84 0.00 464.88 0.00 464.92 0.00 464.96 0.00 465.00 0.00 465.04 0.00 465.08 0.00 465.12 0.00 465.16 0.00 465.20 0.00 465.24 0.00 465.28 0.00 465.32 0.00 465.36 0.01 465.40 0.01 465.44 0.02 465.48 0.03 465.52 0.03 465.56 0.03 465.60 0.04 465.64 0.04 465.68 0.04 465.72 0.04 465.76 0.05 465.80 0.05 Stage -Discharge for Pond 1P: StonnTech MC-3500 Elevation Primary (feet) (cfs) 465.84 0.05 465.88 0.05 465.92 0.06 465.96 0.06 466.00 0.06 466.04 0.06 466.08 0.06 466.12 0.07 466.16 0.07 466.20 0.07 466.24 0.07 466.28 0.07 466.32 0.07 466.36 0.08 466.40 0.08 466.44 0.08 466.48 0.08 466.52 0.08 466.56 0.08 466.60 0.08 466.64 0.09 466.68 0.09 466.72 0.09 466.76 0.09 466.80 0.09 466.84 0.09 466.88 0.09 466.92 0.09 466.96 0.10 467.00 0.10 467.04 0.10 467.08 0.10 467.12 0.10 467.16 0.10 467.20 0.10 467.24 0.10 467.28 0.10 467.32 0.11 467.36 0.11 467.40 0.11 467.44 0.11 467.48 0.11 467.52 0.11 467.56 0.11 467.60 0.12 467.64 0.13 467.68 0.16 467.72 0.20 467.76 0.24 467.80 0.30 467.84 0.37 Elevation Primary (feet) (cfs) 467.88 0.44 467.92 0.52 467.96 0.60 468.00 0.69 468.04 0.78 468.08 0.87 468.12 0.96 468.16 1.06 468.20 1.14 468.24 1.22 468.28 1.28 468.32 1.35 468.36 1.41 468.40 1.47 468.44 1.52 468.48 1.58 468.52 1.63 468.56 1.68 468.60 1.73 468.64 1.78 468.68 1.82 468.72 1.87 468.76 1.91 468.80 1.95 468.84 2.00 468.88 2.04 468.92 2.08 468.96 2.12 469.00 2.16 469.04 2.19 469.08 2.23 469.12 2.27 469.16 2.30 469.20 2.34 469.24 2.37 469.28 2.41 469.32 2.44 469.36 2.48 469.40 2.51 469.44 2.54 469.48 2.57 469.52 2.61 469.56 2.64 469.60 2.67 469.64 2.70 469.68 2.73 469.72 2.76 469.76 2.79 469.80 2.82 469.84 2.85 469.88 2.87 Elevation Primary (feet) (cfs) 469.92 2.90 469.96 2.93 470.00 2.96 470.04 2.99 470.08 3.01 470.12 3.04 470.16 3.07 470.20 3.09 470.24 3.12 470.28 3.15 470.32 3.17 470.36 3.20 470.40 3.22 470.44 3.35 470.48 3.57 470.52 3.84 470.56 4.16 470.60 4.51 470.64 4.90 470.68 5.32 470.72 5.77 470.76 6.25 470.80 6.75 470.84 7.28 470.88 7.82 470.92 8.39 470.96 8.98 471.00 9.59 471.04 10.22 471.08 10.86 471.12 11.52 471.16 12.20 471.20 12.90 471.24 13.61 471.28 14.34 471.32 15.08 471.36 15.84 471.40 16.61 471.44 17.40 471.48 18.19 471.52 19.01 471.56 19.83 471.60 20.67 471.64 21.52 471.68 21.63 471.72 21.71 471.76 21.78 471.80 21.86 Post-Dev DA CaleS Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 13 Elevation Storage (feet) (acre-feet) 463.80 0.000 463.84 0.001 463.88 0.003 463.92 0.004 463.96 0.006 464.00 0.007 464.04 0.009 464.08 0.010 464.12 0.011 464.16 0.013 464.20 0.014 464.24 0.016 464.28 0.017 464.32 0.019 464.36 0.020 464.40 0.022 464.44 0.023 464.48 0.024 464.52 0.026 464.56 0.027 464.60 0.029 464.64 0.030 464.68 0.032 464.72 0.033 464.76 0.034 464.80 0.036 464.84 0.037 464.88 0.039 464.92 0.040 464.96 0.042 465.00 0.043 465.04 0.044 465.08 0.046 465.12 0.047 465.16 0.049 465.20 0.050 465.24 0.052 465.28 0.053 465.32 0.055 465.36 0.058 465.40 0.061 465.44 0.064 465.48 0.067 465.52 0.070 465.56 0.073 465.60 0.076 465.64 0.079 465.68 0.082 465.72 0.085 465.76 0.088 465.80 0.091 Stage -Area -Storage for Pond 1P: StormTech MC-3500 Elevation Storage (feet) (acre-feet) 465.84 0.094 465.88 0.097 465.92 0.100 465.96 0.103 466.00 0.106 466.04 0.109 466.08 0.112 466.12 0.115 466.16 0.118 466.20 0.121 466.24 0.124 466.28 0.126 466.32 0.129 466.36 0.132 466.40 0.135 466.44 0.138 466.48 0.141 466.52 0.144 466.56 0.147 466.60 0.149 466.64 0.152 466.68 0.155 466.72 0.158 466.76 0.161 466.80 0.163 466.84 0.166 466.88 0.169 466.92 0.171 466.96 0.174 467.00 0.177 467.04 0.179 467.08 0.182 467.12 0.185 467.16 0.187 467.20 0.190 467.24 0.192 467.28 0.195 467.32 0.198 467.36 0.200 467.40 0.203 467.44 0.205 467.48 0.208 467.52 0.210 467.56 0.213 467.60 0.215 467.64 0.218 467.68 0.220 467.72 0.223 467.76 0.225 467.80 0.227 467.84 0.230 Elevation Storage (feet) (acre-feet) 467.88 0.232 467.92 0.235 467.96 0.237 468.00 0.239 468.04 0.242 468.08 0.244 468.12 0.246 468.16 0.248 468.20 0.251 468.24 0.253 468.28 0.255 468.32 0.257 468.36 0.259 468.40 0.261 468.44 0.263 468.48 0.265 468.52 0.267 468.56 0.269 468.60 0.271 468.64 0.273 468.68 0.275 468.72 0.277 468.76 0.279 468.80 0.280 468.84 0.282 468.88 0.283 468.92 0.285 468.96 0.286 469.00 0.288 469.04 0.289 469.08 0.291 469.12 0.292 469.16 0.294 469.20 0.295 469.24 0.296 469.28 0.298 469.32 0.299 469.36 0.301 469.40 0.302 469.44 0.304 469.48 0.305 469.52 0.307 469.56 0.308 469.60 0.309 469.64 0.311 469.68 0.312 469.72 0.314 469.76 0.315 469.80 0.317 469.84 0.318 469.88 0.319 Elevation Storage (feet) (acre-feet) 469.92 0.321 469.96 0.322 470.00 0.324 470.04 0.325 470.08 0.327 470.12 0.328 470.16 0.329 470.20 0.331 470.24 0.332 470.28 0.334 470.32 0.335 470.36 0.337 470.40 0.338 470.44 0.339 470.48 0.341 470.52 0.342 470.56 0.344 470.60 0.345 470.64 0.347 470.68 0.348 470.72 0.350 470.76 0.351 470.80 0.352 470.84 0.354 470.88 0.355 470.92 0.357 470.96 0.358 471.00 0.360 471.04 0.361 471.08 0.362 471.12 0.364 471.16 0.365 471.20 0.367 471.24 0.368 471.28 0.370 471.32 0.371 471.36 0.372 471.40 0.374 471.44 0.375 471.48 0.377 471.52 0.378 471.56 0.380 471.60 0.381 471.64 0.383 471.68 0.384 471.72 0.385 471.76 0.387 471.80 0.388 Post-Dev DA Cates Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 14 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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 15 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 0.02 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 Calcs Type II24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 16 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 = 0.06 cfs @ 12.08 hrs, Volume= 0.007 af, Atten= 57%, Lag-- 5.9 min Primary = 0.06 cfs @ 12.08 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 464.70' @ 12.08 hrs Surf.Area= 195 sf Storage= 48 cf Plug -Flow detention time=12.7 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time=12.7 min ( 911.0 - 898.3 ) Volume Invert Avail.Storage Storage Description #1 464.15' 285 cf STONE STORAGE (Prismatic) Listed below (Recalc) 756 cf Overall - 44 cf Embedded = 712 cf x 40.0% Voids #2 465.65' 44 cf StormTech SC-310 x 3 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 7.561, with 0.44' Overlap #3 464.15' 33 cf 18.0" D x 18.6'L Pipe Storage 362 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 464.15 168 0 0 468.65 168 756 756 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 'f Cc= 0.900 n= 0.015 #2 Device 1 464.15' 1.8" Vert. Orifice/Grate-(1-YR) C=0.600 #3 Primary 465.20' 5.0" Vert. Orifice/Grate(10-YR) C=0.600 #4 Device 1 467.80' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height Primary Outflow Max=0.06 cfs @ 12.08 hrs HW=464.69' (Free Discharge) 1=Culvert (Passes 0.06 cfs of 0.83 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.06 cfs @ 3.29 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Orifice1Grate(10-YR) ( Controls 0.00 cfs) Post Dev DA Calcs Post-Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 17 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 ____1J____r1____r_ J ____r__I __1 _Tr17r_1_1_ 0.15 ILOeI_I_I_ILI_I I I I I I I _1I ■ Primary 0.14 JFy V J n 0.13_r _r__r__r __ 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 �y y�-� 0.11 r__r_r __r__I__r__r__r_r__ r__ r__I__ r_StimPge--m Ct ' I I I I I I I I I I I I 9 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 0.09 I I I I I I I I I I I I I I I I I I I I I I I 0.08 , 0.07 006 cis _r _I _I 0.06 I I -1 -1 0.05 I I I I I I I I I I I I I I I I I I I 004 I I i I I I I I I I I I I I I I I I I 0.03 0.02 Ir__r__r_r__r__r__� _I__r__r__I__r_ _ I I I I I I I 0.01 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) Pond 2P: StornaTech SC-310 Stage -Discharge ❑ Primary 0 1 2 3 4 5 6 7 8 9 10 11 Discharge (cis) Post-Dev DA Calcs Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 18 m m Pond 2P: StormTech SC-310 Stage -Area -Storage 0 50 100 150 200 250 300 350 Storage (cubic -feet) ■ Storage Post-Dev DA Cates Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 19 Hydrograph for Pond 2P: StonnTech SC-310 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 464.15 0.00 1.00 0.00 0 464.15 0.00 2.00 0.00 0 464.15 0.00 3.00 0.00 0 464.15 0.00 4.00 0.00 0 464.15 0.00 5.00 0.00 0 464.15 0.00 6.00 0.00 0 464.15 0.00 7.00 0.00 0 464.15 0.00 8.00 0.00 0 464.15 0.00 9.00 0.00 0 464.15 0.00 10.00 0.00 0 464.15 0.00 11.00 0.00 0 464.15 0.00 12.00 0.13 38 464.59 0.05 13.00 0.01 7 464.25 0.01 14.00 0.01 5 464.22 0.01 15.00 0.01 5 464.21 0.01 16.00 0.00 4 464.21 0.01 17.00 0.00 4 464.20 0.00 18.00 0.00 4 464.20 0.00 19.00 0.00 3 464.20 0.00 20.00 0.00 3 464.19 0.00 21.00 0.00 3 464.19 0.00 22.00 0.00 3 464.19 0.00 23.00 0.00 3 464.19 0.00 24.00 0.00 3 464.19 0.00 25.00 0.00 0 464.15 0.00 26.00 0.00 0 464.15 0.00 27.00 0.00 0 464.15 0.00 28.00 0.00 0 464.15 0.00 29.00 0.00 0 464.15 0.00 30.00 0.00 0 464.15 0.00 31.00 0.00 0 464.15 0.00 32.00 0.00 0 464.15 0.00 33.00 0.00 0 464.15 0.00 34.00 0.00 0 464.15 0.00 35.00 0.00 0 464.15 0.00 36.00 0.00 0 464.15 0.00 37.00 0.00 0 464.15 0.00 38.00 0.00 0 464.15 0.00 39.00 0.00 0 464.15 0.00 40.00 0.00 0 464.15 0.00 41.00 0.00 0 464.15 0.00 42.00 0.00 0 464.15 0.00 43.00 0.00 0 464.15 0.00 44.00 0.00 0 464.15 0.00 45.00 0.00 0 464.15 0.00 46.00 0.00 0 464.15 0.00 47.00 0.00 0 464.15 0.00 48.00 0.00 0 464.15 0.00 Post-Dev DA Cates Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 20 Elevation Primary (feet) (cfs) 464.15 0.00 464.20 0.00 464.25 0.01 464.30 0.02 464.35 0.03 464.40 0.04 464.45 0.04 464.50 0.04 464.55 0.05 464.60 0.05 464.65 0.06 464.70 0.06 464.75 0.06 464.80 0.06 464.85 0.07 464.90 0.07 464.95 0.07 465.00 0.07 465.05 0.08 465.10 0.08 465.15 0.08 465.20 0.08 465.25 0.09 465.30 0.12 465.35 0.15 465.40 0.19 465.45 0.24 465.50 0.29 465.55 0.34 465.60 0.39 465.65 0.42 465.70 0.46 465.75 0.49 465.80 0.52 465.85 0.54 465.90 0.57 465.95 0.59 466.00 0.62 466.05 0.64 466.10 0.66 466.15 0.68 466.20 0.70 466.25 0.72 466.30 0.74 466.35 0.76 466.40 0.78 466.45 0.80 466.50 0.81 466.55 0.83 466.60 0.85 466.65 0.86 Stage -Discharge for Pond 2P: StormTech SC-310 Elevation Primary (feet) (cfs) 466.70 0.88 466.75 0.90 466.80 0.91 466.85 0.93 466.90 0.94 466.95 0.96 467.00 0.97 467.05 0.98 467.10 1.00 467.15 1.01 467.20 1.03 467.25 1.04 467.30 1.05 467.35 1.07 467.40 1.08 467.45 1.09 467.50 1.10 467.55 1.12 467.60 1.13 467.65 1.14 467.70 1.15 467.75 1.16 467.80 1.18 467.85 1.33 467.90 1.61 467.95 1.97 468.00 2.39 468.05 2.86 468.10 3.38 468.15 3.95 468.20 4.55 468.25 5.19 468.30 5.87 468.35 6.57 468.40 7.31 468.45 8.08 468.50 8.88 468.55 9.71 468.60 10.56 468.65 11.43 Post-Dev DA Cates Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 21 Elevation Storage (feet) (cubic -feet) 464.15 0 464.20 4 464.25 8 464.30 12 464.35 16 464.40 20 464.45 25 464.50 29 464.55 34 464.60 39 464.65 43 464.70 48 464.75 53 464.80 57 464.85 62 464.90 67 464.95 72 465.00 76 465.05 81 465.10 86 465.15 90 465.20 95 465.25 100 465.30 104 465.35 109 465.40 113 465.45 118 465.50 122 465.55 126 465.60 130 465.65 134 465.70 139 465.75 143 465.80 148 465.85 153 465.90 158 465.95 163 466.00 168 466.05 172 466.10 177 466.15 182 466.20 186 466.25 191 466.30 195 466.35 200 466.40 204 466.45 209 466.50 213 466.55 217 466.60 221 466.65 226 Stage -Area -Storage for Pond 2P: StormTech SC-310 Elevation Storage (feet) (cubic -feet) 466.70 229 466.75 233 466.80 237 466.85 241 466.90 244 466.95 248 467.00 251 467.05 254 467.10 258 467.15 261 467.20 264 467.25 268 467.30 271 467.35 274 467.40 278 467.45 281 467.50 285 467.55 288 467.60 291 467.65 295 467.70 298 467.75 301 467.80 305 467.85 308 467.90 311 467.95 315 468.00 318 468.05 321 468.10 325 468.15 328 468.20 332 468.25 335 468.30 338 468.35 342 468.40 345 468.45 348 468.50 352 468.55 355 468.60 358 468.65 362 Post-Dev DA Calcs Post Dev DA Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 22 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 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 Calcs Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 23 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 Calcs Post-Dev DA Cales Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 24 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 Inflow=2.95 cfs 0.550 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 Primary=2.95 cfs 0.550 of Peak Elev=469.52' Storage=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 Runoff--12.35 cfs 0.595 of Peak Elev--465.86' Storage=155 cf Inflow=0.61 cfs 0.028 of Outflow=0.55 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-DQv DA Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 25 Summary for Link 1L: POA Inflow Area = 2.018 ac, 59.32% Impervious, Inflow Depth > 3.27" for 10-Year event Inflow = 2.95 cfs @ 12.07 hrs, Volume= 0.550 of Primary = 2.95 cfs @ 12.07 hrs, Volume= 0.550 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 I I I I I I I I I I I I I I I I I I I Inflow 295 CS 'I Primar y 3 I 29=`, 2:018'a6In ou'Aiea I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 H 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 0 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 T__r__I__l__T__r__I 1 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 Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHINIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 26 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 0.04 0.00 0.04 12.00 2.36 0.00 2.36 12.50 1.99 0.00 L" 13.00 1.12 0.00 1.12 13.50 0.65 0.00 0.65 14.00 0.47 0.00 0.47 14.50 0.39 0.00 0.39 15.00 0.34 0.00 0.34 15.50 0.31 0.00 0.31 16.00 0.27 0.00 0.27 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 0.09 0.00 0.09 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 Post-Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 27 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 hrs, Volume= 0.595 of Outflow = 2.61 cfs @ 12.12 hrs, Volume= 0.522 af, Atten= 79%, Lag-- 9.9 min Primary = 2.61 cfs @ 12.12 hrs, Volume= 0.522 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs 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 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' 18.0" Round Culvert L= 31.3' Ke= 0.400 Inlet / Outlet Invert= 465.30' / 465.00' S= 0.0096 7 Cc= 0.900 n= 0.012 #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 Primary Outflow Max=2.59 cfs @ 12.12 hrs HW=469.50' (Free Discharge) t ,-Culvert (Passes 2.59 cfs of 16.93 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) Post-Dev DA CalcS Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 28 Pond 1P: StormTech MC-3500 Hydrograph I I I _1__�__I__+__~_-1 -+ 1 -+ -1 -I + -+ -+ -1 Inflow ,. 0 Primary 13 7__r _ _ _rI nf_ Iow1ArrI eaI;,_1_;78_4I 9--:Fa- I I � Ira_6- -__rI -__rI -_�I ---------I---I-----------I-- A--LJ-- J-+ -L - _:]PO*V „ I I I I I I I I I I I I I 10-1 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--Ir--;-Storagei--O.30Taf - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I y� 8-. ----J--+--L--I --A--L--I--J--J--+--L--I--J--+--L--I--J--+--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 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 0 IL 6 i i I 1 1 1 1 I I I 1 I I 1 1 I I I 1 I I 7 1 1 I F -C 1 5- L____J__J__L__L__I__J__1__L__I__J__1__L__L__I__ 4- � i �1 �y �� �r �1 _y -r -1 I I I I I I I I I I I I I I I I I I I I I I g- I __,__r__r-�__r--r__r--r-r--r--r7--r--r--r- 2 1 1 1 ________-_1__L__1__J__1__L__--___1__L__L_J__ I I I I 1 I I I I I I 1 I I I I 1 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) Pond 1P: StortnTech MC-3500 Stage -Discharge ■ Primary 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 29 Pond 1P: StormTech MC-3500 Stage -Area -Storage � � � � � � � � � � � � � � � � � � � ■ Storage 471 470 __________--- _____________ i i �- i d 466 Pipe Storage + StormTech MC-3500 b+ SlomTech MC-3500 Cap 465 464 1no Storage , 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage (acre-feet) Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 30 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 0.01 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 10.52 0.275 468.67 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 Cales Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 31 Elevation Primary (feet) (cfs) 463.80 0.00 463.84 0.00 463.88 0.00 463.92 0.00 463.96 0.00 464.00 0.00 464.04 0.00 464.08 0.00 464.12 0.00 464.16 0.00 464.20 0.00 464.24 0.00 464.28 0.00 464.32 0.00 464.36 0.00 464.40 0.00 464.44 0.00 464.48 0.00 464.52 0.00 464.56 0.00 464.60 0.00 464.64 0.00 464.68 0.00 464.72 0.00 464.76 0.00 464.80 0.00 464.84 0.00 464.88 0.00 464.92 0.00 464.96 0.00 465.00 0.00 465.04 0.00 465.08 0.00 465.12 0.00 465.16 0.00 465.20 0.00 465.24 0.00 465.28 0.00 465.32 0.00 465.36 0.01 465.40 0.01 465.44 0.02 465.48 0.03 465.52 0.03 465.56 0.03 465.60 0.04 465.64 0.04 465.68 0.04 465.72 0.04 465.76 0.05 465.80 0.05 Stage -Discharge for Pond 1P: StonnTech MC-3500 Elevation Primary (feet) (cfs) 465.84 0.05 465.88 0.05 465.92 0.06 465.96 0.06 466.00 0.06 466.04 0.06 466.08 0.06 466.12 0.07 466.16 0.07 466.20 0.07 466.24 0.07 466.28 0.07 466.32 0.07 466.36 0.08 466.40 0.08 466.44 0.08 466.48 0.08 466.52 0.08 466.56 0.08 466.60 0.08 466.64 0.09 466.68 0.09 466.72 0.09 466.76 0.09 466.80 0.09 466.84 0.09 466.88 0.09 466.92 0.09 466.96 0.10 467.00 0.10 467.04 0.10 467.08 0.10 467.12 0.10 467.16 0.10 467.20 0.10 467.24 0.10 467.28 0.10 467.32 0.11 467.36 0.11 467.40 0.11 467.44 0.11 467.48 0.11 467.52 0.11 467.56 0.11 467.60 0.12 467.64 0.13 467.68 0.16 467.72 0.20 467.76 0.24 467.80 0.30 467.84 0.37 Elevation Primary (feet) (cfs) 467.88 0.44 467.92 0.52 467.96 0.60 468.00 0.69 468.04 0.78 468.08 0.87 468.12 0.96 468.16 1.06 468.20 1.14 468.24 1.22 468.28 1.28 468.32 1.35 468.36 1.41 468.40 1.47 468.44 1.52 468.48 1.58 468.52 1.63 468.56 1.68 468.60 1.73 468.64 1.78 468.68 1.82 468.72 1.87 468.76 1.91 468.80 1.95 468.84 2.00 468.88 2.04 468.92 2.08 468.96 2.12 469.00 2.16 469.04 2.19 469.08 2.23 469.12 2.27 469.16 2.30 469.20 2.34 469.24 2.37 469.28 2.41 469.32 2.44 469.36 2.48 469.40 2.51 469.44 2.54 469.48 2.57 469.52 2.61 469.56 2.64 469.60 2.67 469.64 2.70 469.68 2.73 469.72 2.76 469.76 2.79 469.80 2.82 469.84 2.85 469.88 2.87 Elevation Primary (feet) (cfs) 469.92 2.90 469.96 2.93 470.00 2.96 470.04 2.99 470.08 3.01 470.12 3.04 470.16 3.07 470.20 3.09 470.24 3.12 470.28 3.15 470.32 3.17 470.36 3.20 470.40 3.22 470.44 3.35 470.48 3.57 470.52 3.84 470.56 4.16 470.60 4.51 470.64 4.90 470.68 5.32 470.72 5.77 470.76 6.25 470.80 6.75 470.84 7.28 470.88 7.82 470.92 8.39 470.96 8.98 471.00 9.59 471.04 10.22 471.08 10.86 471.12 11.52 471.16 12.20 471.20 12.90 471.24 13.61 471.28 14.34 471.32 15.08 471.36 15.84 471.40 16.61 471.44 17.40 471.48 18.19 471.52 19.01 471.56 19.83 471.60 20.67 471.64 21.52 471.68 21.63 471.72 21.71 471.76 21.78 471.80 21.86 Post-Dev DA CaleS Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 32 Elevation Storage (feet) (acre-feet) 463.80 0.000 463.84 0.001 463.88 0.003 463.92 0.004 463.96 0.006 464.00 0.007 464.04 0.009 464.08 0.010 464.12 0.011 464.16 0.013 464.20 0.014 464.24 0.016 464.28 0.017 464.32 0.019 464.36 0.020 464.40 0.022 464.44 0.023 464.48 0.024 464.52 0.026 464.56 0.027 464.60 0.029 464.64 0.030 464.68 0.032 464.72 0.033 464.76 0.034 464.80 0.036 464.84 0.037 464.88 0.039 464.92 0.040 464.96 0.042 465.00 0.043 465.04 0.044 465.08 0.046 465.12 0.047 465.16 0.049 465.20 0.050 465.24 0.052 465.28 0.053 465.32 0.055 465.36 0.058 465.40 0.061 465.44 0.064 465.48 0.067 465.52 0.070 465.56 0.073 465.60 0.076 465.64 0.079 465.68 0.082 465.72 0.085 465.76 0.088 465.80 0.091 Stage -Area -Storage for Pond 1P: StormTech MC-3500 Elevation Storage (feet) (acre-feet) 465.84 0.094 465.88 0.097 465.92 0.100 465.96 0.103 466.00 0.106 466.04 0.109 466.08 0.112 466.12 0.115 466.16 0.118 466.20 0.121 466.24 0.124 466.28 0.126 466.32 0.129 466.36 0.132 466.40 0.135 466.44 0.138 466.48 0.141 466.52 0.144 466.56 0.147 466.60 0.149 466.64 0.152 466.68 0.155 466.72 0.158 466.76 0.161 466.80 0.163 466.84 0.166 466.88 0.169 466.92 0.171 466.96 0.174 467.00 0.177 467.04 0.179 467.08 0.182 467.12 0.185 467.16 0.187 467.20 0.190 467.24 0.192 467.28 0.195 467.32 0.198 467.36 0.200 467.40 0.203 467.44 0.205 467.48 0.208 467.52 0.210 467.56 0.213 467.60 0.215 467.64 0.218 467.68 0.220 467.72 0.223 467.76 0.225 467.80 0.227 467.84 0.230 Elevation Storage (feet) (acre-feet) 467.88 0.232 467.92 0.235 467.96 0.237 468.00 0.239 468.04 0.242 468.08 0.244 468.12 0.246 468.16 0.248 468.20 0.251 468.24 0.253 468.28 0.255 468.32 0.257 468.36 0.259 468.40 0.261 468.44 0.263 468.48 0.265 468.52 0.267 468.56 0.269 468.60 0.271 468.64 0.273 468.68 0.275 468.72 0.277 468.76 0.279 468.80 0.280 468.84 0.282 468.88 0.283 468.92 0.285 468.96 0.286 469.00 0.288 469.04 0.289 469.08 0.291 469.12 0.292 469.16 0.294 469.20 0.295 469.24 0.296 469.28 0.298 469.32 0.299 469.36 0.301 469.40 0.302 469.44 0.304 469.48 0.305 469.52 0.307 469.56 0.308 469.60 0.309 469.64 0.311 469.68 0.312 469.72 0.314 469.76 0.315 469.80 0.317 469.84 0.318 469.88 0.319 Elevation Storage (feet) (acre-feet) 469.92 0.321 469.96 0.322 470.00 0.324 470.04 0.325 470.08 0.327 470.12 0.328 470.16 0.329 470.20 0.331 470.24 0.332 470.28 0.334 470.32 0.335 470.36 0.337 470.40 0.338 470.44 0.339 470.48 0.341 470.52 0.342 470.56 0.344 470.60 0.345 470.64 0.347 470.68 0.348 470.72 0.350 470.76 0.351 470.80 0.352 470.84 0.354 470.88 0.355 470.92 0.357 470.96 0.358 471.00 0.360 471.04 0.361 471.08 0.362 471.12 0.364 471.16 0.365 471.20 0.367 471.24 0.368 471.28 0.370 471.32 0.371 471.36 0.372 471.40 0.374 471.44 0.375 471.48 0.377 471.52 0.378 471.56 0.380 471.60 0.381 471.64 0.383 471.68 0.384 471.72 0.385 471.76 0.387 471.80 0.388 Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 33 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 12.35 cfs @ 11.95 hrs, Volume= 0.595 af, Depth= 3.86" 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" 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 - �__'--�__�__'__'__�__�__'---'--"--'--'--'__}--}--'---'--�--}--'--}__�__ ■Runoff 13 I ,z.i$4{8 --; ----,I--, r-------,I-- r-rty -- 11 �4 hf:104:iear 12 -r--r I r--1--1--r --r --r 11--1--T--r--r-- I I I I I I I I I I I I I I I Rainfalh5.531, I I I I I I I I I I I I I I I I I I I I I ,o --J- - --I-----II-- -- -- -- RWnbff-AkeA_-1.849_a6_ 9-1 - -;- - II, L II, �, j jRi n�f#II`V-p n 'e-10- c' 8 r -, -, r -, 3 -, -, -r -hunobeptI7T38-_6 I I 11•n `-- p y=J.L6 I I I I I I I I I I I I I I fj I I I I I I I I I I I I I I I I I I I N= - L--I--J--,--�--L--L--1---1--J--1--1--1--L--L--1---1--J--1-- --L-- -- 4 I I I I I I I I I I I I I I I I I I I I I 3 / -i -i -} 2 I __r_-I__-__r__r__r__I__7__J__J__r__7__r__r__I__�__�__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 Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 34 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 Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 35 Summary for Pond 2P: StormTech SC-310 Inflow Area = 0.169 ac, 11.24% Impervious, Inflow Depth = 2.02" for 10-Year event Inflow = 0.61 cfs @ 11.96 hrs, Volume= 0.028 of Outflow = 0.55 cfs @ 11.99 hrs, Volume= 0.028 af, Atten=10%, Lag=1.9 min Primary = 0.55 cfs @ 11.99 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 465.86' @ 11.99 hrs Surf.Area= 168 sf Storage=155 cf Plug -Flow detention time=10.2 min calculated for 0.028 of (100% of inflow) Center -of -Mass det. time=10.2 min ( 860.7 - 850.5 ) Volume Invert Avail.Storage Storage Description #1 464.15' 285 cf STONE STORAGE (Prismatic) Listed below (Recalc) 756 cf Overall - 44 cf Embedded = 712 cf x 40.0% Voids #2 465.65' 44 cf StormTech SC-310 x 3 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 7.561, with 0.44' Overlap #3 464.15' 33 cf 18.0" D x 18.6'L Pipe Storage 362 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 464.15 168 0 0 468.65 168 756 756 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 'f Cc= 0.900 n= 0.015 #2 Device 1 464.15' 1.8" Vert. Orifice/Grate-(1-YR) C=0.600 #3 Primary 465.20' 5.0" Vert. Orifice/Grate(10-YR) C=0.600 #4 Device 1 467.80' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height Primary Outflow Max--0.55 cfs @ 11.99 hrs HW=465.85' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 4.76 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.11 cfs @ 6.14 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Orifice1Grate(10-YR) (Orifice Controls 0.44 cfs @ 3.21 fps) Post Dev DA Calcs Post-Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 36 Pond 2P: StormTech SC-310 /FE_�_ __�___�___I___�__ Inflow I I I osi a8 ■ Primary 0.65 ,, --III- -�--L__L --L--'--�--L--L-�--L--`--'--�--L--�--'--J--`--'--�-- O.6 --,-- 0.55 ' 0.55 ch --r-T--. r I I - r__r_r__r__r_r__r_ r I I I I I I I I I I I I I I I 0.5 / I I -,- ,- +I �toraei55v_cf_ 0.45 / / __I__J_. I I I I __L__I__J__ 1__L_J__1__L__I__ J__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 I I I I I I I 0'4 y -t I I I -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 0. , --I--r--T-_r. _-r--I-r--T--r-r--T--r--I-r--T--r--I--T--r--I -1-- 3 , / I I I I I I I I I I I I I I I I I I I I LL / 0.25 ' I I i -J -L -I -J 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 I I I I I I I I I I I I I I I I I I I 0.15 I-- i__r__r. 1 ---i-i-- r--r--i--i --r --i - I --I F -1-7--r--r-i-- 1 1 1 0.1 II- , i I I I I I I 1 I I I 1 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) Pond 2P: StormTech SC-310 Stage -Discharge ❑ Primary 0 1 2 3 4 5 6 7 8 9 10 11 Discharge (cis) Post-Dev DA Calcs Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 37 m m Pond 2P: StormTech SC-310 Stage -Area -Storage 0 50 100 150 200 250 300 350 Storage (cubic -feet) ■ Storage Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 38 Hydrograph for Pond 2P: StonnTech SC-310 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 464.15 0.00 1.00 0.00 0 464.15 0.00 2.00 0.00 0 464.15 0.00 3.00 0.00 0 464.15 0.00 4.00 0.00 0 464.15 0.00 5.00 0.00 0 464.15 0.00 6.00 0.00 0 464.15 0.00 7.00 0.00 0 464.15 0.00 8.00 0.00 0 464.15 0.00 9.00 0.00 0 464.15 0.00 10.00 0.00 0 464.15 0.00 11.00 0.00 2 464.18 0.00 12.00 0.55 154 465.86 0.55 13.00 0.04 44 464.66 0.06 14.00 0.02 13 464.31 0.03 15.00 0.02 10 464.28 0.02 16.00 0.01 8 464.26 0.01 17.00 0.01 8 464.25 0.01 18.00 0.01 7 464.24 0.01 19.00 0.01 6 464.23 0.01 20.00 0.01 6 464.23 0.01 21.00 0.01 5 464.22 0.01 22.00 0.01 5 464.22 0.01 23.00 0.01 5 464.22 0.01 24.00 0.01 5 464.22 0.01 25.00 0.00 0 464.15 0.00 26.00 0.00 0 464.15 0.00 27.00 0.00 0 464.15 0.00 28.00 0.00 0 464.15 0.00 29.00 0.00 0 464.15 0.00 30.00 0.00 0 464.15 0.00 31.00 0.00 0 464.15 0.00 32.00 0.00 0 464.15 0.00 33.00 0.00 0 464.15 0.00 34.00 0.00 0 464.15 0.00 35.00 0.00 0 464.15 0.00 36.00 0.00 0 464.15 0.00 37.00 0.00 0 464.15 0.00 38.00 0.00 0 464.15 0.00 39.00 0.00 0 464.15 0.00 40.00 0.00 0 464.15 0.00 41.00 0.00 0 464.15 0.00 42.00 0.00 0 464.15 0.00 43.00 0.00 0 464.15 0.00 44.00 0.00 0 464.15 0.00 45.00 0.00 0 464.15 0.00 46.00 0.00 0 464.15 0.00 47.00 0.00 0 464.15 0.00 48.00 0.00 0 464.15 0.00 Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 39 Elevation Primary (feet) (cfs) 464.15 0.00 464.20 0.00 464.25 0.01 464.30 0.02 464.35 0.03 464.40 0.04 464.45 0.04 464.50 0.04 464.55 0.05 464.60 0.05 464.65 0.06 464.70 0.06 464.75 0.06 464.80 0.06 464.85 0.07 464.90 0.07 464.95 0.07 465.00 0.07 465.05 0.08 465.10 0.08 465.15 0.08 465.20 0.08 465.25 0.09 465.30 0.12 465.35 0.15 465.40 0.19 465.45 0.24 465.50 0.29 465.55 0.34 465.60 0.39 465.65 0.42 465.70 0.46 465.75 0.49 465.80 0.52 465.85 0.54 465.90 0.57 465.95 0.59 466.00 0.62 466.05 0.64 466.10 0.66 466.15 0.68 466.20 0.70 466.25 0.72 466.30 0.74 466.35 0.76 466.40 0.78 466.45 0.80 466.50 0.81 466.55 0.83 466.60 0.85 466.65 0.86 Stage -Discharge for Pond 2P: StormTech SC-310 Elevation Primary (feet) (cfs) 466.70 0.88 466.75 0.90 466.80 0.91 466.85 0.93 466.90 0.94 466.95 0.96 467.00 0.97 467.05 0.98 467.10 1.00 467.15 1.01 467.20 1.03 467.25 1.04 467.30 1.05 467.35 1.07 467.40 1.08 467.45 1.09 467.50 1.10 467.55 1.12 467.60 1.13 467.65 1.14 467.70 1.15 467.75 1.16 467.80 1.18 467.85 1.33 467.90 1.61 467.95 1.97 468.00 2.39 468.05 2.86 468.10 3.38 468.15 3.95 468.20 4.55 468.25 5.19 468.30 5.87 468.35 6.57 468.40 7.31 468.45 8.08 468.50 8.88 468.55 9.71 468.60 10.56 468.65 11.43 Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 40 Elevation Storage (feet) (cubic -feet) 464.15 0 464.20 4 464.25 8 464.30 12 464.35 16 464.40 20 464.45 25 464.50 29 464.55 34 464.60 39 464.65 43 464.70 48 464.75 53 464.80 57 464.85 62 464.90 67 464.95 72 465.00 76 465.05 81 465.10 86 465.15 90 465.20 95 465.25 100 465.30 104 465.35 109 465.40 113 465.45 118 465.50 122 465.55 126 465.60 130 465.65 134 465.70 139 465.75 143 465.80 148 465.85 153 465.90 158 465.95 163 466.00 168 466.05 172 466.10 177 466.15 182 466.20 186 466.25 191 466.30 195 466.35 200 466.40 204 466.45 209 466.50 213 466.55 217 466.60 221 466.65 226 Stage -Area -Storage for Pond 2P: StormTech SC-310 Elevation Storage (feet) (cubic -feet) 466.70 229 466.75 233 466.80 237 466.85 241 466.90 244 466.95 248 467.00 251 467.05 254 467.10 258 467.15 261 467.20 264 467.25 268 467.30 271 467.35 274 467.40 278 467.45 281 467.50 285 467.55 288 467.60 291 467.65 295 467.70 298 467.75 301 467.80 305 467.85 308 467.90 311 467.95 315 468.00 318 468.05 321 468.10 325 468.15 328 468.20 332 468.25 335 468.30 338 468.35 342 468.40 345 468.45 348 468.50 352 468.55 355 468.60 358 468.65 362 Post-Dev DA Calcs Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 41 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 hrs, dt= 0.05 hrs Type H 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 1 ,,r__r__r-,,,r__rr-,,rrI 1,Tr, ■Runoff 0.65 0.5 Type IIII 24-hr;10-Year_ ,1 I I 1 11� �/(� I I I I I I I I I I I I I I I I I I I 0.55 _I Rail' lV"5-Y_V1'-- LL -1 -1 -a _; -4 -1 _� _; _; -F -1 -1 FFWii169 at- 0.45 r -#3 noff lVp1gn*�0.02$-pf a 0.4 1 1 1 1 1 1 1 1 1 = , , 1 1--1---- Runo�ft-:Depth#202: 1 1 1 1 1 1 1 1 1 1 1 1 3 0.35 1 1 1 1 1 --1-- 1-- 1-- 1_ 1 1 1 1 1 1 1 1 1 1 -r1--- 1 LL 0.3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ly�. 171�11 1 --1-- �-- �-- I--� --1-- I--,--j--1---1---1-- I-- I -- --1---1-- I-- I-- -- --1--- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (}N=6$ 0.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 01 1 1 1 1 1 1 I 1 1 1 0.05 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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) Post-Dev DA Cales Post Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 42 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 Calcs Post-Dev DA Cales Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 43 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 Inflow=22.53 cfs 1.110 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 Primary=22.53 cfs 1.110 of Peak Elev=471.63' Storage=0.382 of Inflow=22.29 cfs 1.117 of Outflow=21.32 cfs 1.042 of Runoff Area=1.849 ac 63.71% Impervious Runoff Depth=7.25" Tc=5.0 min CN=85 Runoff--22.29 cfs 1.117 of Peak Elev=467.83' Storage=307 cf Inflow=1.45 cfs 0.067 of Outflow=1.26 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-DCv DA Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 44 Summary for Link 1L: POA Inflow Area = 2.018 ac, 59.32% Impervious, Inflow Depth > 6.60" for 100-Year event Inflow = 22.53 cfs @ 11.98 hrs, Volume= 1.110 of Primary = 22.53 cfs @ 11.98 firs, 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 I I I 1 I I I 1 I I I I 1 I I I I I I I I - -I- - -- T --r ----T--I------r--r--�----T--r---------r--r--I-- �InfloW 25 _I__ +-_ .ryn 24 23 z1Aeft`L,y 22 I I I I I I I I I I I I I I I I I I I I I 21 20 I I I I I I I I I I I I I I I I I I I I I 19 16 17 1 6 / / __I__ I__ I__I _ I I I I I I I I I I I I I I I I I I I I I 15 , / -I-YJ-Y1-YLI -- --I1 _-_YI_-_TI _--_-LY_rI _14 ------------ ------- _- 13 _-_IIr -r-T -r'1__, - 12 __--_-LYIr_ L_--_- JY�I__--_-YTI I_ LL 11 1 1 __1__T__T__r. ._T__T__r_1__T__T__r__i _T__T__r_--- _-__T__r__r__1__ 10 1 1 9 , ' I- 1 -T -r 7 -T -I -1 -1 -T -r -I -1 -T -r -I- 1 -T -r -r -I 6 , ] 6 51__ 4 , , __1__J__+__L.+__L__1__J__J__y__L__1__J__+__L__1__J__+__L__L__1__ 1 1 1 3 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 Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHINIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 45 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 0.03 0.00 0.03 10.00 0.05 0.00 0.05 10.50 0.07 0.00 0.07 11.00 0.10 0.00 0.10 11.50 0.14 0.00 0.14 12.00 21.80 0.00 21.80 12.50 3.00 0.00 3.00 13.00 1.92 0.00 1.92 13.50 1.26 0.00 1.26 14.00 0.84 0.00 0.84 14.50 0.66 0.00 0.66 15.00 0.58 0.00 0.58 15.50 0.52 0.00 0.52 16.00 0.46 0.00 0.46 16.50 0.41 0.00 0.41 17.00 0.38 0.00 0.38 17.50 0.36 0.00 0.36 18.00 0.34 0.00 0.34 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 Post-Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 46 Summary for Pond 1P: StormTech 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 = 21.32 cfs @ 11.98 firs, Volume= 1.042 af, Atten= 4%, Lag= 1.4 min Primary = 21.32 cfs @ 11.98 hrs, Volume= 1.042 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Peak Elev= 471.63' @ 11.98 firs Surf.Area= 0.090 ac Storage= 0.382 of Plug -Flow detention time= 262.0 min calculated for 1.041 of (93% of inflow) Center -of -Mass det. time= 226.2 min (1,008.3 - 782.1 ) Volume Invert Avail.Storaee Storage Description #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' 18.0" Round Culvert L= 31.3' Ke= 0.400 Inlet / Outlet Invert= 465.30' / 465.00' S= 0.0096 7 Cc= 0.900 n= 0.012 #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 Primary Outflow Max=20.49 cfs @ 11.98 firs HW=471.59' (Free Discharge) t ,-Culvert (Passes 20.49 cfs of 21.46 cfs potential flow) 2=0rifice/Grate-(1-YR) (Orifice Controls 0.19 cfs @ 12.01 fps) 3=Orifice/Grate(10-YR) (Orifice Controls 3.72 cfs @ 9.22 fps) =Sharp -Crested Rectangular Weir (Weir Controls 16.58 cfs @ 3.70 fps) Post Dev DA Calcs Post-Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 47 - J--J--1--L---- I I I I ----,--T--r- z22 2a ----J--L--L 23 --r-I--I--- 22 _I _ J _ 1 - 21 32 cl= 21 -1 -7 -r 20 ----J--}--`- 19 18 ----J--}--L- 17 16 --'--J--L--L- 15 '^ 14 — 13 --r-I--I--r 3 12 __1__J__}__L- 0 if 11 if __ __ ____ 1— I— I r 10 9 8 7 ,� i -I - I - I -I 6 4 i c 0 q m w Pond 1P: StormTech MC-3500 _ _ -1--L--1--J--J--L--L----J--1--L-1--J--1--L--L-J-- I I I I I ■ irlii(JW _ r__ r__r_,__,__ 3 r__ rr__ T__r__I__,__7__ r__ r__I__ L__I__J__1__ L__I__ J__1__L__ L__I__ primary =- ;-r ----7-7-1 ----Ir--�-,----r--r--�---- 1�I M1I-417�or A�1RC1e4 --r-----I--I------- r-r L---- $tpgt�=� 3gZaf - 1 - 1 1 1 I 1 1 I I __I__ I I I I _1 _y -I I I I _I__r__r__1__ I__r__r__r__I__I__r__1___1__I__r__r__1__ I I 1 1 i 1 1 I 1 _I _J _1 _L I I 1 I I I 1 1 I I I 1 1 1 1 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 I I J__ 4__L__L__1__ i i I I I 1 1 I I I 1 I I I 1 1 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) Pond 1P: StortnTech MC-3500 Stage -Discharge 0 2 4 6 8 10 12 14 16 18 20 Discharge (cfs) ■ Primary Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 48 Pond 1P: StormTech MC-3500 Stage -Area -Storage � � � � � � � � � � � � � � � � � � � ■ Storage 471 470 __________--- _____________ i i �- i d 466 Pipe Storage + StormTech MC-3500 b+ SlomTech MC-3500 Cap 465 464 1no Storage , 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage (acre-feet) Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 49 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 18.78 0.381 471.59 20.54 12.50 1.68 0.319 469.87 2.87 13.00 1.05 0.276 468.69 1.84 13.50 0.80 0.252 468.22 1.19 14.00 0.63 0.242 468.04 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 Cales Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 50 Elevation Primary (feet) (cfs) 463.80 0.00 463.84 0.00 463.88 0.00 463.92 0.00 463.96 0.00 464.00 0.00 464.04 0.00 464.08 0.00 464.12 0.00 464.16 0.00 464.20 0.00 464.24 0.00 464.28 0.00 464.32 0.00 464.36 0.00 464.40 0.00 464.44 0.00 464.48 0.00 464.52 0.00 464.56 0.00 464.60 0.00 464.64 0.00 464.68 0.00 464.72 0.00 464.76 0.00 464.80 0.00 464.84 0.00 464.88 0.00 464.92 0.00 464.96 0.00 465.00 0.00 465.04 0.00 465.08 0.00 465.12 0.00 465.16 0.00 465.20 0.00 465.24 0.00 465.28 0.00 465.32 0.00 465.36 0.01 465.40 0.01 465.44 0.02 465.48 0.03 465.52 0.03 465.56 0.03 465.60 0.04 465.64 0.04 465.68 0.04 465.72 0.04 465.76 0.05 465.80 0.05 Stage -Discharge for Pond 1P: StonnTech MC-3500 Elevation Primary (feet) (cfs) 465.84 0.05 465.88 0.05 465.92 0.06 465.96 0.06 466.00 0.06 466.04 0.06 466.08 0.06 466.12 0.07 466.16 0.07 466.20 0.07 466.24 0.07 466.28 0.07 466.32 0.07 466.36 0.08 466.40 0.08 466.44 0.08 466.48 0.08 466.52 0.08 466.56 0.08 466.60 0.08 466.64 0.09 466.68 0.09 466.72 0.09 466.76 0.09 466.80 0.09 466.84 0.09 466.88 0.09 466.92 0.09 466.96 0.10 467.00 0.10 467.04 0.10 467.08 0.10 467.12 0.10 467.16 0.10 467.20 0.10 467.24 0.10 467.28 0.10 467.32 0.11 467.36 0.11 467.40 0.11 467.44 0.11 467.48 0.11 467.52 0.11 467.56 0.11 467.60 0.12 467.64 0.13 467.68 0.16 467.72 0.20 467.76 0.24 467.80 0.30 467.84 0.37 Elevation Primary (feet) (cfs) 467.88 0.44 467.92 0.52 467.96 0.60 468.00 0.69 468.04 0.78 468.08 0.87 468.12 0.96 468.16 1.06 468.20 1.14 468.24 1.22 468.28 1.28 468.32 1.35 468.36 1.41 468.40 1.47 468.44 1.52 468.48 1.58 468.52 1.63 468.56 1.68 468.60 1.73 468.64 1.78 468.68 1.82 468.72 1.87 468.76 1.91 468.80 1.95 468.84 2.00 468.88 2.04 468.92 2.08 468.96 2.12 469.00 2.16 469.04 2.19 469.08 2.23 469.12 2.27 469.16 2.30 469.20 2.34 469.24 2.37 469.28 2.41 469.32 2.44 469.36 2.48 469.40 2.51 469.44 2.54 469.48 2.57 469.52 2.61 469.56 2.64 469.60 2.67 469.64 2.70 469.68 2.73 469.72 2.76 469.76 2.79 469.80 2.82 469.84 2.85 469.88 2.87 Elevation Primary (feet) (cfs) 469.92 2.90 469.96 2.93 470.00 2.96 470.04 2.99 470.08 3.01 470.12 3.04 470.16 3.07 470.20 3.09 470.24 3.12 470.28 3.15 470.32 3.17 470.36 3.20 470.40 3.22 470.44 3.35 470.48 3.57 470.52 3.84 470.56 4.16 470.60 4.51 470.64 4.90 470.68 5.32 470.72 5.77 470.76 6.25 470.80 6.75 470.84 7.28 470.88 7.82 470.92 8.39 470.96 8.98 471.00 9.59 471.04 10.22 471.08 10.86 471.12 11.52 471.16 12.20 471.20 12.90 471.24 13.61 471.28 14.34 471.32 15.08 471.36 15.84 471.40 16.61 471.44 17.40 471.48 18.19 471.52 19.01 471.56 19.83 471.60 20.67 471.64 21.52 471.68 21.63 471.72 21.71 471.76 21.78 471.80 21.86 Post-Dev DA CaleS Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 51 Elevation Storage (feet) (acre-feet) 463.80 0.000 463.84 0.001 463.88 0.003 463.92 0.004 463.96 0.006 464.00 0.007 464.04 0.009 464.08 0.010 464.12 0.011 464.16 0.013 464.20 0.014 464.24 0.016 464.28 0.017 464.32 0.019 464.36 0.020 464.40 0.022 464.44 0.023 464.48 0.024 464.52 0.026 464.56 0.027 464.60 0.029 464.64 0.030 464.68 0.032 464.72 0.033 464.76 0.034 464.80 0.036 464.84 0.037 464.88 0.039 464.92 0.040 464.96 0.042 465.00 0.043 465.04 0.044 465.08 0.046 465.12 0.047 465.16 0.049 465.20 0.050 465.24 0.052 465.28 0.053 465.32 0.055 465.36 0.058 465.40 0.061 465.44 0.064 465.48 0.067 465.52 0.070 465.56 0.073 465.60 0.076 465.64 0.079 465.68 0.082 465.72 0.085 465.76 0.088 465.80 0.091 Stage -Area -Storage for Pond 1P: StormTech MC-3500 Elevation Storage (feet) (acre-feet) 465.84 0.094 465.88 0.097 465.92 0.100 465.96 0.103 466.00 0.106 466.04 0.109 466.08 0.112 466.12 0.115 466.16 0.118 466.20 0.121 466.24 0.124 466.28 0.126 466.32 0.129 466.36 0.132 466.40 0.135 466.44 0.138 466.48 0.141 466.52 0.144 466.56 0.147 466.60 0.149 466.64 0.152 466.68 0.155 466.72 0.158 466.76 0.161 466.80 0.163 466.84 0.166 466.88 0.169 466.92 0.171 466.96 0.174 467.00 0.177 467.04 0.179 467.08 0.182 467.12 0.185 467.16 0.187 467.20 0.190 467.24 0.192 467.28 0.195 467.32 0.198 467.36 0.200 467.40 0.203 467.44 0.205 467.48 0.208 467.52 0.210 467.56 0.213 467.60 0.215 467.64 0.218 467.68 0.220 467.72 0.223 467.76 0.225 467.80 0.227 467.84 0.230 Elevation Storage (feet) (acre-feet) 467.88 0.232 467.92 0.235 467.96 0.237 468.00 0.239 468.04 0.242 468.08 0.244 468.12 0.246 468.16 0.248 468.20 0.251 468.24 0.253 468.28 0.255 468.32 0.257 468.36 0.259 468.40 0.261 468.44 0.263 468.48 0.265 468.52 0.267 468.56 0.269 468.60 0.271 468.64 0.273 468.68 0.275 468.72 0.277 468.76 0.279 468.80 0.280 468.84 0.282 468.88 0.283 468.92 0.285 468.96 0.286 469.00 0.288 469.04 0.289 469.08 0.291 469.12 0.292 469.16 0.294 469.20 0.295 469.24 0.296 469.28 0.298 469.32 0.299 469.36 0.301 469.40 0.302 469.44 0.304 469.48 0.305 469.52 0.307 469.56 0.308 469.60 0.309 469.64 0.311 469.68 0.312 469.72 0.314 469.76 0.315 469.80 0.317 469.84 0.318 469.88 0.319 Elevation Storage (feet) (acre-feet) 469.92 0.321 469.96 0.322 470.00 0.324 470.04 0.325 470.08 0.327 470.12 0.328 470.16 0.329 470.20 0.331 470.24 0.332 470.28 0.334 470.32 0.335 470.36 0.337 470.40 0.338 470.44 0.339 470.48 0.341 470.52 0.342 470.56 0.344 470.60 0.345 470.64 0.347 470.68 0.348 470.72 0.350 470.76 0.351 470.80 0.352 470.84 0.354 470.88 0.355 470.92 0.357 470.96 0.358 471.00 0.360 471.04 0.361 471.08 0.362 471.12 0.364 471.16 0.365 471.20 0.367 471.24 0.368 471.28 0.370 471.32 0.371 471.36 0.372 471.40 0.374 471.44 0.375 471.48 0.377 471.52 0.378 471.56 0.380 471.60 0.381 471.64 0.383 471.68 0.384 471.72 0.385 471.76 0.387 471.80 0.388 Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 52 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 22.29 cfs @ 11.95 firs, Volume= 1.117 af, Depth= 7.25" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Type H 24-hr 100-Year Rainfall=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 I ■ RunoH 24 --r__r__r__r--1--�__�__�_-r--r--r--r--I--r-r-T--r--r-_ 23 22 - ----1---1-- --- --- --- --- --L--1---1-- --- --- --- -- --Vec.--� r1--~- 111� - 100 21 _� --1- -- � 1 11~1 - -- __-------1 -III -I 20 ' pp 19 1 1 1 1 --r--r--1-- �__ � 1 1 1 1 1 1 1 1 --r--r--r--r--1-- �__ �--r- r- r--- __I`___I__ -__ ---r--r-_ 18 --`--1---1--J--' --L--L--1---1--J--'--'--Lf71LlnV111-N1 e�-{- 4 17 _I 1 1 1 1 r r r,--i _I 1 1 1 1 1 __ I'. r__r__r r r�--r--1 1 1 I r l 1 1 1 16 15 ----1,--J,--;--� __I___1___1__Y__Y --;--,L--1,---1,--J,--;--ARpff1rYpI�,e 1, t7a_ __r__r__1___1__r__Y__ ^N 14 13 --L--1--J--J--1 __I___1___1__Y__r --L--L--1---1--J--1-_1--1-- L--1- J-- r`ji1 /T __r__r__1___1__Y__Y__Y__r__ unatlDep#[�T�S`�- 3 12 , -----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 t 10 i 9 --L--1--J--J--J �Ty vx --L--L--1---1--J--1--J--�--L--L--1---I--J--J- Ns r--1--,--,--T r--r--i --1- ,--T--T--T--T--r--i--I- ,--7--T--T--r-- 7 --L----J--J--1 --L--L--I--J--J--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 -Y -I -I -1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 --r--1--T--Y--* --r--�__1---1--y__Y--Y--T--Y--T--1---I--�--Y--T--Y--Y-- 3 / --I---1-- --- �-- 1 1 1 1 --I --1---1-- �-- �-- I-- I-- --� --I---I-- I----1--- 1 1 1 1 2 y _i _i _. _f 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 Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 53 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 0.05 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 Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 54 Summary for Pond 2P: StormTech SC-310 Inflow Area = 0.169 ac, 11.24% Impervious, Inflow Depth = 4.78" for 100-Year event Inflow = 1.45 cfs @ 11.96 hrs, Volume= 0.067 of Outflow = 1.26 cfs @ 12.00 firs, Volume= 0.067 af, Atten= 13%, Lag-- 2.6 min Primary = 1.26 cfs @ 12.00 hrs, Volume= 0.067 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 467.83' @ 12.00 hrs Surf.Area= 168 sf Storage= 307 cf Plug -Flow detention time= 8.7 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 8.8 min ( 834.1 - 825.4 ) Volume Invert Avail.Storage Storage Description #1 464.15' 285 cf STONE STORAGE (Prismatic) Listed below (Recalc) 756 cf Overall - 44 cf Embedded = 712 cf x 40.0% Voids #2 465.65' 44 cf StormTech SC-310 x 3 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 7.561, with 0.44' Overlap #3 464.15' 33 cf 18.0" D x 18.6'L Pipe Storage 362 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 464.15 168 0 0 468.65 168 756 756 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 'f Cc= 0.900 n= 0.015 #2 Device 1 464.15' 1.8" Vert. Orifice/Grate-(1-YR) C=0.600 #3 Primary 465.20' 5.0" Vert. Orifice/Grate(10-YR) C=0.600 #4 Device 1 467.80' 4.0' long Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height Primary Outflow Max=1.23 cfs @ 12.00 hrs HW=467.82' (Free Discharge) 1=Culvert (Passes 0.21 cfs of 9.67 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.16 cfs @ 9.13 fps) 4=Sharp-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.50 fps) 3=Orifice1Grate(10-YR) (Orifice Controls 1.02 cfs @ 7.48 fps) Post Dev DA Calcs Post-Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 55 Pond 2P: StormTech SC-310 Hydrograph ■ InilOw ■ Prima I I 1A$Gfe I I II � I I I I I I I ry Inflow IIAre6;0;169 Iliac I,= Pealk F-I0_4617.$3" i I I I I I I I I I I - - ;--S#bra=3071-Ef - 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 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12 4 6 8 10 12 14 16 18 20 22 24 26 28 30 1 Time (hours) Pond 2P: StormTech SC-310 Stage -Discharge ❑ Primary 0 1 2 3 4 5 6 7 8 9 10 11 Discharge (cis) Post-Dev DA Calcs Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 56 m m Pond 2P: StormTech SC-310 Stage -Area -Storage 0 50 100 150 200 250 300 350 Storage (cubic -feet) ■ Storage Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIIP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 57 Hydrograph for Pond 2P: StonnTech SC-310 Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (cfs) 0.00 0.00 0 464.15 0.00 1.00 0.00 0 464.15 0.00 2.00 0.00 0 464.15 0.00 3.00 0.00 0 464.15 0.00 4.00 0.00 0 464.15 0.00 5.00 0.00 0 464.15 0.00 6.00 0.00 0 464.15 0.00 7.00 0.00 0 464.15 0.00 8.00 0.00 0 464.15 0.00 9.00 0.00 3 464.19 0.00 10.00 0.01 6 464.23 0.01 11.00 0.03 14 464.32 0.03 12.00 1.26 307 467.83 1.26 13.00 0.08 96 465.21 0.08 14.00 0.05 49 464.72 0.06 15.00 0.04 25 464.46 0.04 16.00 0.03 17 464.36 0.03 17.00 0.03 14 464.32 0.03 18.00 0.02 12 464.30 0.02 19.00 0.02 10 464.28 0.02 20.00 0.02 9 464.27 0.02 21.00 0.02 9 464.26 0.02 22.00 0.02 8 464.26 0.02 23.00 0.01 8 464.26 0.01 24.00 0.01 8 464.25 0.01 25.00 0.00 0 464.15 0.00 26.00 0.00 0 464.15 0.00 27.00 0.00 0 464.15 0.00 28.00 0.00 0 464.15 0.00 29.00 0.00 0 464.15 0.00 30.00 0.00 0 464.15 0.00 31.00 0.00 0 464.15 0.00 32.00 0.00 0 464.15 0.00 33.00 0.00 0 464.15 0.00 34.00 0.00 0 464.15 0.00 35.00 0.00 0 464.15 0.00 36.00 0.00 0 464.15 0.00 37.00 0.00 0 464.15 0.00 38.00 0.00 0 464.15 0.00 39.00 0.00 0 464.15 0.00 40.00 0.00 0 464.15 0.00 41.00 0.00 0 464.15 0.00 42.00 0.00 0 464.15 0.00 43.00 0.00 0 464.15 0.00 44.00 0.00 0 464.15 0.00 45.00 0.00 0 464.15 0.00 46.00 0.00 0 464.15 0.00 47.00 0.00 0 464.15 0.00 48.00 0.00 0 464.15 0.00 Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 58 Elevation Primary (feet) (cfs) 464.15 0.00 464.20 0.00 464.25 0.01 464.30 0.02 464.35 0.03 464.40 0.04 464.45 0.04 464.50 0.04 464.55 0.05 464.60 0.05 464.65 0.06 464.70 0.06 464.75 0.06 464.80 0.06 464.85 0.07 464.90 0.07 464.95 0.07 465.00 0.07 465.05 0.08 465.10 0.08 465.15 0.08 465.20 0.08 465.25 0.09 465.30 0.12 465.35 0.15 465.40 0.19 465.45 0.24 465.50 0.29 465.55 0.34 465.60 0.39 465.65 0.42 465.70 0.46 465.75 0.49 465.80 0.52 465.85 0.54 465.90 0.57 465.95 0.59 466.00 0.62 466.05 0.64 466.10 0.66 466.15 0.68 466.20 0.70 466.25 0.72 466.30 0.74 466.35 0.76 466.40 0.78 466.45 0.80 466.50 0.81 466.55 0.83 466.60 0.85 466.65 0.86 Stage -Discharge for Pond 2P: StormTech SC-310 Elevation Primary (feet) (cfs) 466.70 0.88 466.75 0.90 466.80 0.91 466.85 0.93 466.90 0.94 466.95 0.96 467.00 0.97 467.05 0.98 467.10 1.00 467.15 1.01 467.20 1.03 467.25 1.04 467.30 1.05 467.35 1.07 467.40 1.08 467.45 1.09 467.50 1.10 467.55 1.12 467.60 1.13 467.65 1.14 467.70 1.15 467.75 1.16 467.80 1.18 467.85 1.33 467.90 1.61 467.95 1.97 468.00 2.39 468.05 2.86 468.10 3.38 468.15 3.95 468.20 4.55 468.25 5.19 468.30 5.87 468.35 6.57 468.40 7.31 468.45 8.08 468.50 8.88 468.55 9.71 468.60 10.56 468.65 11.43 Post-Dev DA Cates Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 59 Elevation Storage (feet) (cubic -feet) 464.15 0 464.20 4 464.25 8 464.30 12 464.35 16 464.40 20 464.45 25 464.50 29 464.55 34 464.60 39 464.65 43 464.70 48 464.75 53 464.80 57 464.85 62 464.90 67 464.95 72 465.00 76 465.05 81 465.10 86 465.15 90 465.20 95 465.25 100 465.30 104 465.35 109 465.40 113 465.45 118 465.50 122 465.55 126 465.60 130 465.65 134 465.70 139 465.75 143 465.80 148 465.85 153 465.90 158 465.95 163 466.00 168 466.05 172 466.10 177 466.15 182 466.20 186 466.25 191 466.30 195 466.35 200 466.40 204 466.45 209 466.50 213 466.55 217 466.60 221 466.65 226 Stage -Area -Storage for Pond 2P: StormTech SC-310 Elevation Storage (feet) (cubic -feet) 466.70 229 466.75 233 466.80 237 466.85 241 466.90 244 466.95 248 467.00 251 467.05 254 467.10 258 467.15 261 467.20 264 467.25 268 467.30 271 467.35 274 467.40 278 467.45 281 467.50 285 467.55 288 467.60 291 467.65 295 467.70 298 467.75 301 467.80 305 467.85 308 467.90 311 467.95 315 468.00 318 468.05 321 468.10 325 468.15 328 468.20 332 468.25 335 468.30 338 468.35 342 468.40 345 468.45 348 468.50 352 468.55 355 468.60 358 468.65 362 Post-Dev DA Calcs Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 60 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 hrs, dt= 0.05 hrs Type H 24-hr 100-Year Rainfall=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 Type, II ',24-h� 1'100-Year Rainfall_9.07" -------------- RWnbff Area=0.1'69 at; 4npff', V9 t;m;e70.Q67 of kunoff bopthT4A�' LL Tc=5.0 rnih QN=6$ o 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 Post Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 3/3/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 61 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: Q&e .,w<I.F. *(Qpre-&rre ,M*RVPre-oe .,d)/RV&,,r d Q&a 5 (Qf. *RVf.,, )/Rvdevr 0.8 0.64 0.051 Max Qneraopa = 0.13 ct's 0.194 SITE AREA: QPa ac RVP,r_nr„epM = Rv,,�Pm = Achieved Post-Dev Max Runoff Q1yr = 0.13 cfs. Site complies with 9VAC25-870-66-(3)A Maximum Q10yr = 3.32 cfs ev) Achieved Qtoyr = 2.95 cfs 0.8 FOR LDA > 1 AC 0.9 IFORIDA<IAC TA=jMMffAC Predev Flowrates Storm 1-yr ds 10-yr Postdev Flowrates Storm efs 1-yr ]0-yr 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 9.9 min Seelye Chart 291.0 ft S.C. Flow 3.53% slope 1.5 fps velocity 3.2 min. NEH Figure 15-4 Channel height min. Kirpich Chart TOC- 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. TIC 5.0 MINUTES 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: 03-03-2021 LEGEND POST DEV IMPERVIOUS TO STORMTECH MC-3500 NO HATCH IS TURF AREA - - INLET DRAINAGE AREA FLOW DIRECTION 999 Rio Road Sit. Type Str. No. Total Area (it) it) Imp. (it)C Turf Area (or) Sur. Type Str. No. Total Area (� I-P. (� Turf (it) C Area (or) Sit. Type Str. No. Total Area (R) l-P. ( it) Turf (it)® C Area (ac) vIe Damage Area su®ary B.nI-3B wo 9,406 9,406 0 0.90 0.22 36"MH-1 Cl 0 0.00 0.00 YARDDRAIN D3 4392 1,265 3,127 0.47 0.10 Impervnus C 0.9 DI-7 AlA 6.982 788 6,194 0.37 0.16 DI-3B C2A 5,847 4,252 1,595 0.74 0.13 YARDDRAIN D4 3,180 758 2,422 0.44 0.07 Pervious c o.3 DI-3B A2 16,534 12,442 4,092 0.75 0.38 MH.I C2 0 0.00 0.00 36"MH-1 A3 0 0.00 0.00 MH-I C3 0 0.00 0.00 36"MH-1 B1 0 0.00 0.00 DI-7 C4 23,321 12,929 10,392 0.63 0.54 DI-3B B2 2,708 i 21620 88 0.99 0.06 YARDDRAIN DI 3,445 1,304 2,141 0.53 0.08 1D1-A ICI 1 10.144 1 Id,5ID 12,32Y I U.81 10.37 IYA DRAIN JD2 1 2,867 1 1,288 1 1,379 1 U.57 10.07 1 E4 _ � I K 1 I y6 W 5002 /DOT IF SHIMP RNPERING, P.C. ENGFff-FANG-L9NOPlAAWG-FR MT MANAGEMENT (434) 227-5140 PA ®' TO FO RO MO e LV0 70 IN,//41 60 999 Rio Road Inlets Drainage Area MAp REVISION DATE: 03-03-2021 PIMA mrp I. 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 Chapter 4 Graphical Peak Discharge Method This chapter presents the Graphical Peak Discharge method for computing peak discharge from rural and urban areas. The Graphical method was developed from hydrograph analyses using TR-20, "Computer Program for Project Formulation —Hydrology" (SCS 1983). The peak discharge equation used is: qp = quA.QFp where: Figure 4-1 Variation of Ia / P for P and CN INNEENNEEN [eq. 4-1] a m qp = peak discharge (cfs) %= unit peak discharge (csm/in) Am = drainage area (mil) Q = runoff (in) FP pond and swamp adjustment factor The input requirements for the Graphical method are as follows: (1) T, (hr), (2) drainage area (mP), (3) appropriate rainfall distribution (1, M 11, or HI), (4) 24-hour rainfall (in), and (5) CN. If pond and swamp areas are spread throughout the watershed and are not considered in the T, computation, an adjustment for pond and swamp areas is also needed. Peak discharge computation For a selected rainfall frequency, the 24-hour rainfall (P) is obtained from appendix B or more detailed local precipitation maps. CN and total runoff (Q) for the watershed are computed according to the methods outlined in chapter 2. The CN is used to determine the initial abstraction (LJ from table 4-1. I, / P is then computed. If the computed I, / P ratio is outside the range in exhibit 4 (4-I, 4-L9, 4-II, and 4-111) for the rainfall distri- bution of interest, then the limiting value should be used. If the ratio falls between the limiting values, use linear interpolation. Figure 4-1 illustrates the sensitiv- ity of la / P to CN and P. Peak discharge per square mile per inch of runoff (qJ is obtained from exhibit 4-I, 4-M 441, or 4-Ell by using T, (chapter 3), rainfall distribution type, and I, / P ratio. The pond and swamp adjustment factor is ob- tained from table 4-2 (rounded to the nearest table value). Use worksheet 4 in appendix D to aid in com- puting the peak discharge using the Graphical method. Rainfall (P), inches Table 4-1 Ia values for runoff curve numbers INEENNEEN Curve number I" (in) Curve number I" (in) 40......................3.000 70......................0.857 41...................... 2.878 71...................... 0.817 42......................2.762 72......................0.778 43 ...................... 2.651 73 ...................... 0.740 44......................2.545 74......................0.703 45......................2.444 75......................0.667 46......................2.348 76......................0.632 47......................2.255 77......................0.597 48......................2.167 78......................0.564 49......................2.082 79......................0.532 50......................2.000 80......................0.500 51...................... 1.922 81...................... 0.469 52......................1.846 82......................0.439 53 ...................... 1.774 83 ...................... 0.410 54......................1.704 84......................0.381 55......................1.636 85......................0.353 56 ...................... 1.571 86 ...................... 0.326 57......................1.509 87......................0.299 58......................1.448 88......................0.273 59......................1.390 89......................0.247 60......................1.333 90......................0.222 61...................... 1.279 91...................... 0.198 62......................1.226 92......................0.174 63 ...................... 1.175 93 ...................... 0.151 64 ...................... 1.125 94 ...................... 0.128 65......................1.077 95......................0.105 66......................1.030 96......................0.083 67......................0.985 97......................0.062 68 ...................... 0.941 98 ...................... 0.041 69 ...................... 0.899 (210-V1-TR55, Second Ed., June 1986) 4-1 Chapter 4 Graphical Peak Dischage Method Technical Release 65 Urban Hydrology for Small Watersheds Exhibit 4•II Unit peal discharge (q„) for NRCS (SCS) type R rainfall distribution uufj qu=900 600 600 - 500 - 400- c E N ° 300- o' m m `n r 200- u a Y N 6 Mill: IY6I' 50 IN- -7-11711-11 TC=5 MINUTES Time of concentration IT,), (hours) IA 0.353 INCH, CN = 85, P = 1 INCH Ia inch = 0.353 inch = 0.353 P inch 1 inch FROM TABLE 4-II, qu =900 csm inch Qa= TvBMPBMP Drainage Area 4,556 ft^3 Qa__ 1.85 ac * 43,560 sf Qa = 0.057 ft = 0.684 inch 1.85 ac = 0.00289 miles 900 cfs Qu__ mi^2 * inches gpTv= qu * A * Qa qpT° mP900 inchescfs* 0.00289 mil * 0.684 inches = 1.78 cfs 2 4 6 6 10 NOTES: la VALUE OBTAINED FROM TABLE 4.1 la VALUES FOR RUNOFF CURVE NUMBERS (CURVE NUMBER USED =85 BASED ON THE POST DEVELOPMENT AREA GOING TO STORMTECH MC-3500) P = UNCH (1 INCH STORM FOR VIRGINIA) 4� (210-VI=TR-56, Second Ed., June 1956) 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 VRRM Redevelopment Spreadsheet - 4 SOIL TYPE IS 21B HSG: B LEGEND ® PRE DEV IMPERVIOUS PRE DEV TURF ® PRE DEV WOODS - W 1 W I{1Y W W MANAGED TURF W LIMITS A=1.66AC W W W DISTURBANCE NCE W W AREA = 2.14 AC W W W W W i A 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 r' �T �LL G 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 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 FCOESTJOPENWSPACEW 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 W1=0.WAC 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 IMP.UA=PA3ACW 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 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 W W W W W W W W W 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 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 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 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 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 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 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 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 W W W W W W W W W W W W W W W W 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 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 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 N11jJD�MpI�L VWN*FURE`S,WLCCW W W W W W W W W W W W W W W W W 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 W W W W W W 4y OS,P,G 316 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 .YONEn N&GHBORH00D $AOD�L D,ST CTW 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 +U SEW SINGLE 1,8 Y R.ESIDFNTIeLW 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 1,9YiS AQ/' 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 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 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 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 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 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 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 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 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 W W W W W W W W W W W W W W W W W W W W W W Wlf� 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 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 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 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 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 COUNTY OF ALBEMARLE / W DB 4830 PG 20 / 0.187 AC _ _ _ _ — _ _ _ _ _ _ _ SMWENNNEERING, P.C. ENfiLYEERLYG-IANOPlAMYGYG-FRiWCT MANAGEMENT 40 ow«LO„ SM") E. � 2"02 a,srN—M—Eva�.'EERING.— 999 Rio Road 30 PRE DEVELOPMENT VRRM MAP w REVISION DATE: 03-03-2021 Scale: 1 "=30' LEGEND ® POST DEV IMPERVIOUS TO STORMTECH MC-3500 POST DEV TURF TO STORMTECH MC-3500 MANAGED TURF A=091AoWO / / yy IMP. A=1.23�f / / BELVEDERE BLVD. LIMITS OF VARIABLE WIDTH R/W DISTURBANCE // DB 3772 PG 366 AREA // 2.1a AC , y r r 'low r r r r y r r y yy ry r y r " y y y yr y yr y y y r y y X Xy Xy y r� y y xr r y r r yz zry rye r� y rr rr y r� x y r r xr y r +0 r I r 2. Ir yr yr r rr rr y r a y r y $ N D y 'F a� / V yr yr V yyr yr y y - r r y y y yr r y y yr yr y r r r y r r y r y y y r v y y y r r y SMWENGINEERING, P.C. ENOMM O-IANOPlAe"O-P.PGIMTMANAGEMENT 1.3.> 227-5140 999 Rio Road POST DEVELOPMENT VRRM MAP REVISION DATE: 03-03-2021 Scale: 1 "=30' FA DEQ YrgiN iffi— fiedurtionM erved.-Oevelopmem[amplanm3preez D 2011 BMP Standards ant speeifirariona O mt3 DMr RMIsamad e, antl spedfira[ione ProIMName: gam Rio Roatl Dma: 3131ID20 1 Linear Development Projen> No Site Information Post -Development Project (Treatment Volume and Loads) _.. _.. Enter Total Disturbed Area (acres) i ua m,iaoeaawae vnlx,eal_ ,.aNd^•vtipetal �maemmmvaaaaam, _._tu Land cover larml'... s d, Bses, D soih rnl.. =v "'If—Mined v'ae tPgems iudo Pwa�Sa e em aamva�nerm o .. inrwvi uaeewvl+nap MYGeek 2,14 dunes' mWhankaaecm 101—) Lou ,as/ cersw ecm avep to wekN,ma.nweval 141-0 anae(a ulcwlivi cwerlannl Idde .owed 0.20 wesod n.4up do xnoopenn -nord" im vemam over loam) 013 01 mmcavla e.) 11. nNmmwnol o.as oss dpmredmp oss xoalawl mw 1-0 mein o.a qv naalvma... atl Treatment Volume and Nutrient Lead prrneoewinmiemTmmon, vowme aeowa r. Dr-ld oLose oms5 a 0.1125 ld�*'am pTnemwk(rotatmlraorovawme 4asi 41m rcamomvom a,mx IauarW lino)Pom pre—m. 3'06 0.]0 oerclopmenam bed 3.O8 ilh/nl Ilb/v1 eRmaa,a�ien=waa �� am aa, eo.. ,.. —I IN") m.awxN.a ro.rvm a.a o,00�,or.w �mom.omren.a 0.43 ,..._v �,Gi meem,i vueUane/rem4 muAnwlw wlmilbnv8 Lane o1—r( iyoe m,laaml e NmenryrvW m iu lnrW cwnList wei mee nv Roa Ran cve,lawru a,exlo a.pmcervwxl qaq don m dam ea% x.v xes Lt. eu Ralanalxexw s-0r xaoevsxed 039 TreeDnent Volume and Nutrient Load TP Load Retludion Required (lb/yr) 1 2.07 Nitrogen Loads (Informational purposes Only) nsRmanpawrtTN Lord T.m II = x imwrmucvn t�0 w 1�1 rPboa Radend— TP aaa Raaammn Reyunaab, O.3a Radewnpm Amer ni,aa la, Neer 393 (n/vr) m,al Drainage Area A On inatt Area A lantl CoWt .—I Sfnrmuatpr RPO Manavpmwnf Practicpc IRR a Runoff Rpdurtinnl Thal PM1oSpbva "ilaMeb,Remoealin DAAllb/y,l lPb " Deaalopmem Treatment Volume in DA A(W) <.556 RunoR MavptlTu,l Impaniooe Valumelrom RoroH Remaining TDOU amp MOSpM1ona Pb5pb—load IRANAWV PM1oSpM1on Remainiq Practice NARn ion Cre I.Arm On. OMi1 Ilp= a RovRVolome h Armat Remonls (roml1 a. Ph.Fho,uS Loatl RemmeE By PM1o5pbv5 Loaf poen. P.W. to he GMRL%I (acres) AreaQ—) NaNieIN) PAR.Ion LRl IKI Volome(w) Eflioenry M, PnOittyI to Pnttice lb) Prattivllbl (lbl Em I eE pW a.maton nof't D, ap aYoland noof.licee a,, No 0- - to, L too an n no no . Infination IRx( R. ERentletl trtention Pond (ER) ®��aaaa®�mmm� R. ERentletl trtention Pond (ER) ®��aaaa®�mmm� DIM Tl1TALIMPERWWECOVERTREATE D Ia[I 00] AREi La ON. TOTALMANAGEDTIIRFAREATREATEDIa[I 00] AREAOIEOO OK. TOTALRUNOFFREWCTIONINDAA(W) 0 TOTAL PHOSPHORITE AVAILABLE FORREMOVALIN D.A. AIIb/y,l 3R6 TOTAL PHOSPHORITE REMOVED WITH RUNOFF REDUCTION PRACTREIN D.A. Allb/y,l 0.0] TOTAL PHOSPHORUS REMAINING AMR APPLYING RUNOFF REDUCTION PRACTICES IN D.A A (lb/yr) 2B6 SEE WATER QUALITY COMPLIANCE TAR FOR SIM COMPLIANCE CALCULATIONS ".YaYP,VaOD, ow. no l�,AWE_AOR,VaWPWZiv, TOTAL IMPERVIOUS COVER TREATED DO 11R AREALH:OK ON. TOTAL MANAGED TURF AREA TREATED (at) OG] AREAQH a. ON. TOTALPHOSPHORUS REMOVAL REQUIRED ON SITE(Ib/y,) 2G) TOTAL PHOSPHORUS AVAILABLE FORREMOVAL N D.A. AIIb/y,( 2B6 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PMCII M ND. A. AIIb/y,( 11< TOTAL PHOSPHORUS REMOVE D WITH RUNOFF REDUCTION PMClIR51N D.A.A(I b/y,( DO] TOTAL PHOSPHORUS LORD REDUCTION AOIIEVEOIN D.AA(Ib/y,( 11< TOTAL PHOSPHORUS REMAI N ING AFTE R APMYI NG UM P LOAD RE OUCTIONS IN D.A. AIIb/y,( 1]2 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN RIMOVEDWITH RUNOFF REDUCTION PRACTICES IND.AA(Ib/y,l DO] NITROGEN REMOVED WITIWrRVNOFF REWRIUp PRACTICES IN O.AA(Ib/y,l OO] TOTAL NITROGEN REMOVED IN D.A.A (Ib/y,l OO] Site Results (Water Quality Compliance) Area Checks O.A A O.A B O.A. C O.A. O DA. E AREA CHECK FOREST/OPEN SPACE (a<) 0.00 0.00 DOO 0.00 0.00 OR. IMPERVOU9 COVER Ia[ 1.18 0.00 0.00 0.00 0.00 OR. IMPERVIOUS COVER TRFIITED Ia[ 1.18 O.m O.W 0.00 0.DO OR. MANAGED TURF AREA (aa) 0.6] 0.m 0.00 0.00 0.00 OR. MANAGED TURF AREA TREATED IaQ 0.6] 0.00 0.00 0.00 0.00 OR. ARFACHECK OK. OR. OF. OR. K. Site Treatment Volume (fta) a,9oz Runoff Reduction Volume and TP By Drainage Area MA -A O.A B O.A. C O.A.O DA. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (na) 0 0 0 0 0 0 TP LOADAVAIIABM FOR REMOVAL IIb/yr 2.86 0.00 O.DO 0.DO O.m 2.86 TP LOAD REDUCMONACHIEVEO IIb/yr 1.16 0.000.m 0.00 am 1.14 TP LOAD REMAINING (Ib/yr) 1.72 0.000.m 0.m am 1.72 NITROGEN LOAD REDUCTION ACHIEVED Qb/yr 0.00 0.00 O.m O.m O.m 0.00 Total Phosphorus FINAL POST-0 VFLOPMFNTTP LOAD (Ib/yr) 3.m TP LOAD REDUCTION REQUIRED IIb/yrl 2.07 TPLOADREDUCMONACHIEVEO (Ib/yr 1.16 TP LOAD REMAINING (Ib/yr): 1.96 REMAINING TP LOAD REDUCTION REQUIRED Qb/yr): 0.93 Total Nitrogen (For Information Purposes) POST-OEVELOPMEm LOAD (Ib/yr)jj 22.03 11 NITROGEN LOADREOUCTIONACNIEVEO Qb/yr on REMAINING POST-0 VELOPMENT NnnOGEN LOAD IIb/yrl 22.m DEQMM]nla Runoff Reduttlon Metbotl Re-DevelopmentcomPllance Spreadshsa t - VersIBRursi numm aMucuon Memos wmmabm BMW Cesyn Speehmtions ust 2013 Dan Solis B Space Site Summary Pmjmr Tme: 999 Rio Road W. 03893 Total Rainfall (in)- 03 Tmal Daft rbea rungs: 2.14 Sits land Cover Summary Pre-ReDeyelopment land cover (acres) R soils asel, csoils OSoils Totals %&TOGI forest/Open(aun) am 035 Doo Doo R35 16 Managed] Turt(auesl O.m 1.66 0.00 0.00 1.66 ]B Impervious cover laves) O.m D13 Doo DOO 0.13 6 2.10 lm Port-ReDevelota nem land Cover (nonce) Asois BSoil[ CSoils Obits Totals %of Total forest/Open(aval O.m O.m Dun 0.00 Managed] Turtlanesl am D91 0.00 DO 0.91 E3 Impervious cover (aves) O.m 113 DOO ROD 1.23 57 2.14 lm Sits Tv and land Cover Nutrient Loads Final Pos4DaeNopmen[ Post- Pos[- AdurtedPm IPoa-ReOaitlo P^wm ReOevelopmeM Oev°lopmen[ ReOevelopmen[ R Newlmpwbu[I lXew lmprviou[I Sito RV 0.63 019 D95 0.29 Treatment Vale-JW) 0,902 l,lm 3,N3 11105, TP Load(lb/,) 3.08 030 230 am Total TP bad] Reduation Re9uirN Lt/yQ 1 2.0 0.16 1.93 Nnal Post-Oevelopmem bad IPonMeOerelopmentBNewImpervious) Pre- ReDevelopment TN Inca Ilbhrl 22.03 ].m Site Compliance Summary Maumum% Retluction Re9uirea BMow 2m6 FmRasaovlopmeMLoatl Total RunoR Volume Reduction l%[l 0 Total TP load] Reduction Achieved(lb/yr) 1.10 Total TN load] Reduction Achieved(lb/yr) am Promising Port Development TP Lnaa(mhr) LM Remainiry TP Load Reduction(lbhr) Recouped 0.93 Drainage Area Summary Pre ReOevelopment TP Nnal Post-0erelopment Post -A '-opment TP Load per acre To Load] per aye Load] per aye Ib/acre/ r llb/acre/, llb/aye/yr) 0.67 1.00 0.6] D.A,A DAB 1 D.AC I DA.D D.A.L Total farest/open (cons) Dw am O.m 0.00 0.00 ROD Managed] Tuff (aves) 0.67 am am 0.00 0.00 0.67 Impervious Cover (acres) 1.18 I am am 0.00 DOO 1.10 Total Are. (acres) Im I am am am O.m 1.05 Drainage Area Compliance Summary D.A.A DAB D.A.0 DA.D D.A.E Tend TP Load Reduced (lbjd 1.16 ROD ROD Ron 000 1.16 Te it Reduced(lb/,) ow am am am 000 am Drainage Area A Summary Land Corer Summary AbBs Bscia c5uls 0-1. Total %&TaGl wpm/open lame? am om Dun Doo O.m 0 Managed] Turf (awes) am 0.6] 0.00 0.00 0.6] 36 ImperviousUmlaves) am LAB Doo Doo 1.18 166 1.2s BMP SellMions Managed Tud Imperuilm-Couv TPbadbom Practice Creait ; Ged�Area gMPTreatmeM Volume(R') Upstre 1m) UMnatetl Tloatl to Pmcice(lb[I TP Removed (Ib/yr) "Remaining (lb/yr) Oownnnnm Treahnent to he Fmpl%etl PnRiceIbs 10.b.ManufacWred Tmatmentberire, Filtering par 1.18 a,so.6g 0.002.96 1.14 1M Totallmpen iouscwer Tmeed(acres) 1.18 TaCl Turf Area Treated(ams) 0.67 Tmod"load] Reduction Achieved in D.A. (lb/yr) 1.1E Total TN Load] Retluct-Achieved in D.A. b/ r 0.m Summery Rlm Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report 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