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HomeMy WebLinkAboutWPO202100001 Stormwater Management Maintenance Agree. 2021-04-29SHIMP 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: 04/29/2021 oF�p Lr O v JU IN SHI P Y ic. 45183 � VUJZc of ' I SSIONAL SHIMP ENGINEERING, P.C. Design Focused Engineering April 29, 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 2.24 acres (this includes Right -Of -Way at the north and west side of the property and offsite development at the south side of the property for water and sewer connection). The project is a private redevelopment of a site to create residential units and a commercial area. The stormwater design strategy for this site is to route onsite runoff through the site into two proposed underground detention systems while meeting water quality requirements set forth in 9VAC25-870-65 and water quantity requirements set forth in 9VAC25-870-66-C_2(a). Additionally, a variance request has been submitted to the Albemarle County Engineer to waive the requirements set forth in 9VAC25-870-66-B(3) 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 2.12 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 1.15 lb/yr TP, which is equivalent to removal of 54.25% of site. The remaining 0.97 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 2.121b/yr Rows credits 1.15 lb/yr 0.97 lb/yr 2.1216 r Runoff Quantity Narrative: The SWM Quantity calculations analyze the concentrated runoff from the development at a Point of Analysis (POA) at the north western comer of the development property. All concentrated runoff from the development will be routed to two underground detention facilities and then to the POA. The site was divided into two drainage areas (DA 1 & DA 2), each drainage area flows into a detention system. The first drainage area, DA 1, is 1.779 acres which flows into the Stormtech MC-3500 underground chamber system. The second drainage area, DA 2, is 0.169 acres flows into the Stormtech SC-310 underground chamber system. 912 E. High Sr. Charlottesville, VA 22902 1434.227.5140 1 shimp-engineering.com After the site runoff from both DA 1 & DA 2 has been contained in the underground detention systems, both detention systems release the water out to the Point of Analysis (POA) at the north western corner of the development. The Post-dev runoff (Qp sq_d,) for the 1-year storm exceeds the maximum allowable peak runoff (Q�) of 0.13 cfs; however, it remains approximately 50% below the Pre-dev level and well below the 1 cfs threshold that has been considered a point which variances can be considered to waive the energy balance requirement. Thus, a variance request has been submitted to the the County of Albemarle Engineer for review. 9VAC25-870-66-C_2(a) requires that the point of discharge confines the post -development peak flow rate from the 10-year 24-hour storm event within the stormwater conveyance system to avoid the localized flooding. This condition is satisfied for the 10-year 24-hour storm event as the 10-year runoff is contained within both of the detention systems. Pre-dev Peak Runoff Max. Allowed Peak Runoff Post-dev Peak Runoff 1-Yr 0.64 cfs 0.14 cfs 0.28 cfs 10-Yr 3.32 cfs 3.32 cfs 2.44 cfs Detention Systems Narrative: DA I to the Stormtech MG3500. The water in this drainage area is designed to flow to different drainage structures and then it is routed through pipes to the Stonntech MC-3500 detention system. The water that flows from the site enters the drainage inlet structures B1, C4, C2A, D1, D2, D3, D4, El and then the water is routed to the Stormtech MC-3500 underground detention system. Most of the water then is directed out of the system through an 18-inch HDPE pipe to Structure A2 which has a weir wall. This weir wall controls the 1-year 24-hour stone, 10-year 24-hour & 100-year stones. Once the water flows out of the orifices in the weir wall, and flows above the weir wall for the 100-year storm, the water flows to structure Al and then to structure AO which is the point of analysis (POA). Finally, some water flows out of the system through a 6-inch sch. 40 PVC underdrain directly to Structure AO (POA). This water is usually in the stone under the detention system. DA 2 to the Stormtech SG310. The water in this drainage area is directed into Structure AIA and then into the Stormtech SC-310 underground detention system. The water in structure AIA flow out to structure Al and then structure AO which is the point of analysis (POA) through a 15-inch CMP. In order to direct the water to the Stormtech SC-310 underground detention system, a weir wall is designed inside structure Al. This weir wall will stop most of the water from flowing out immediately and force it to back up in the pipe and eventually filling the Stormtech SC-310 through the 15-inch CMP and then an 18-inch HDPE. The weir wall has a 3-inch orifice which allows some of the water to flow out slowly while most of the water is directed to the Stormtech SC-310. Once the water in the Stormtech SC-310 underground detention system reaches the same surface elevation as the 10-year orifice in the weir wall in structure Al, then the water will flow out of the system using the same pipes that directed the water into the Stormtech SC-310 underground detention system. Note 1: Structure AIA is also used as a release system for the 100-year 24-hour storm for both Stormtech MC-3500 and the Stormtech SC-310 underground detention systems. As the water surface elevation for the 100-year storm for Stormtech MC-3500 underground detention system is 471.53', the water will flow over the top of the weir wall in structure Al and then get released from the grate of structure AIA. This is designed to prevent the 100-year storm for the Stormtech-3500 to flow out of structure C4 and then to the abutting properties. As for the 100-year storm for the Stormtech SC-310, the water surface elevation is 467.09' which is below the top of the weir wall elevation in structure Al and therefore, this will also be directed to structure AIA to serve as a release for the 100-year storm. Note 2: After the 100-year storm water is released from Structure AIA, the water will flow towards the side walk and curb and gutter of Rio Road. Note 3: Structure C4 has atop elevation of 472.15' which is higher than the 100-year storm water surface elevation for the Stormtech MC-3500 which is 471.53'. Note 4. The top of the weir wall in structure Al is 467.80'. If you have any questions about this calculation packet please do not hesitate to contact me at: stephaniekshimp-en ing eerieg com or justin(2shimp-en ing eerieg 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 Map 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 Map Structure Drainage Area Summary VDOT LD-204 VDOT LD-229 Peak Discharge Calculations m u- BELVEDERE BLVD. LEGEND ® PRE DEV IMPERVIOUS PRE DEV TURF FLOW DIRECTION WelotedCN 64 VARIABLE WIDTH R/W b. 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 / � / / I W " �• �s� .ry' M W W W 1 W W W W W W W W N W W W W W W W PRE—DEV AMPERVIOU� p Y\ . . W W . . . . . . . P . W W . .I W . .\. . W\ W/W \. . . .\ . W\ W . .\� . . W �-•^` AREA 9.109AC \PRE—DEV DV / / / 62 AREA=1.282AC f.I� W✓I 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 '�'-;:{'"p- I . .lVy .. W. ...// WL /I'ryI./ W. ... W. ... W//... /W. /.W. /W. 6.. W. .. W. p.J.IOW.' .'✓'.../W ...�.W� .WWY W.\..W .. ... W. .. W/... �W . W�... /W /.W. 47� �.. /... .. ./ .. .. .W,�hI..Y .. ,at. .. . TAP 6IH1648 *PRE—/DE/V / MAjiG/ED / p,W�M�L NTURELLC . . . . . W W TURF AREA�1.173AC/ 4B4d05 G 2 W . . . . . 2CN& �NF4GHBGRHO0D VODFL.D�SwRI�T` FAM4IY WSID.:NT14L�.]'+USE! SINGLE / �•/ . . . /. . .� /� . . . . . . . .//. . . y . W . .I . . . I . .1.9i8I A6 . . JI . . W . / / / / // / pA-/ . . . W W//W . . . . . W W /.J✓ Ate. . ./ . . W ./ . . I. W W yy . . h' . W W! . . � / / / / / / / / . `.I. .�W . W•W•. . •Y• . . WWW . W . . W . �' W . ./WW . . W . . .WI. . . / / I / / // / / ! . I. a . W . W . �r . \W . . W . W . W . . . . .^nj . . . / ✓ . . W�" . . . . �Y- �. . / I / / I ! / / / / / / / . . W . . j. W \•Y\ . . W W ./p . . . /W� LW/•WI•WWWW\•W WW WW•�\WWWWW•�W•\W WW•W•WWW W/WW •WWWM �/•WWW'��T WW•WW'W •WW WWW �W/Y/WWW W•W•WP \ I / I I l /'/ / / \ I I TMP 62F—E2 I W / W . W . W .✓ .. . . . �� . . . \ J \ / / / / COUNTY OF ALBEMARLE / J fIDS 4830 PG 20 0.187 AC TMP 62F—El 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 Road SHIMPENGINEERING11 PRE-DEVELOPEMENT' DRAINAGE AREA MAP 3%RWWW flVGWFeW6-LW &NG-FR0JEt7M4 0H0ff Scale: 1"=30' E, (434)227_5140 REVISION DATE: 04-29-2021 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 51,771.00 1.188 61.94 Impervious 53,077.80 1.188 63.50 Turf 25,730.20 0.591 30.78 Total Drainage Area 78,808.001 1.779 94.29 Total Property 83,581.45 1.919 100.00 WeigWedCN 86 Post-Dev DA to SC-310 sk AC % Building & Pavement 980.50 0.019 1.17 Impervious 980.50 0.019 1.17 Turf 7,229.50 0.150 8.65 TotalDminage Area 8,210.00 0.169 9.82 Total Property, 83,581.45 1.919 100.00 r as • WI MINIM mam V�S��' I��'.����.���' ��� �• �:i�dl�L(!�C►vi� ��/III' ���.��I II �\�, , SMWEYNNPERING, P.C. ENG6YE6RING-LANOPlA &NG-P.l'QIMT MANAGEMENT c.ao 227-5140 Total DA w/ ROW 87,018.00 1.948 104.11 d °- �o- IN 0 OF01, r�r WAIN i i�����////GSI •���0%III Wr &A Pr4 Nts MUSEUM 'I e -; MrFA?40�A� IPA PAWAV, IIIII0�.. WIN IPA Hj Mal • • • • • 999 Rio Road REVISIONPOST-DEVELOPEMENT DRAINAGE AREA MAP Scale: 1"=30' • 04-29-2021 6' 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 to POA Post-Dev DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.741 61 >75% Grass cover, Good, HSG B (1S, 2S) 1.207 98 Paved parking, HSG B (1S, 2S) 1.948 84 TOTAL AREA Post Dev DA to POA Post-Dev DA Cales Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 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 1.948 HSG B 1S, 2S 0.000 HSG C 0.000 HSG D 0.000 Other 1.948 TOTAL AREA Post Dev DA to POA Post-Dev DA Cates Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 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 464.15 463.93 44.0 0.0050 0.015 15.0 0.0 0.0 Post-Dev DA Cales Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 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 hrtlow=0.28 cfs 0.192 of Primary=0.28 cfs 0.192 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--466.32' Storage-O. 145 of hrtlow=5.34 cfs 0.249 of Outflow=0.22 cfs 0.185 of Runoff Area=1.779 ac 66.78% Impervious Runoff Depth=1.68" Tc=5.0 min CN=86 Runoff=5.34 cfs 0.249 of Peak ffiev=464.38' Storage=22 cf hitlow=0.14 cfs 0.007 of OutflOW=O.I I 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 = 1.948 ac Runoff Volume = 0.256 of Average Runoff Depth = 1.58" 38.04% Pervious = 0.741 ac 61.96% Impervious = 1.207 ac Post-Dev DA Cates Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 6 Summary for Link 1L: POA Inflow Area = 1.948 ac, 61.96% Impervious, Inflow Depth > 1.18" for 1-Year event Inflow = 0.28 cfs @ 12.05 hrs, Volume= 0.192 of Primary = 0.28 cfs @ 12.05 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span_— 0.00-48.00 hrs, dt= 0.05 hrs Post-Dev DA Cates Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHINIP ENGINEERING, P.C. Printed 4/29/2021 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 0.25 0.00 0.25 12.50 0.23 0.00 0.23 13.00 0.23 0.00 0.23 13.50 0.23 0.00 0.23 14.00 0.23 0.00 0.23 14.50 0.22 0.00 0.22 15.00 0.22 0.00 0.22 15.50 0.21 0.00 0.21 16.00 0.21 0.00 0.21 16.50 0.20 0.00 0.20 17.00 0.19 0.00 0.19 17.50 0.18 0.00 0.18 18.00 0.18 0.00 0.18 18.50 0.17 0.00 0.17 19.00 0.16 0.00 0.16 19.50 0.15 0.00 0.15 20.00 0.14 0.00 0.14 20.50 0.14 0.00 0.14 21.00 0.13 0.00 0.13 21.50 0.12 0.00 0.12 22.00 0.11 0.00 0.11 22.50 0.11 0.00 0.11 23.00 0.10 0.00 0.10 23.50 0.09 0.00 0.09 24.00 0.09 0.00 0.09 24.50 0.07 0.00 0.07 25.00 0.06 0.00 0.06 Time Inflow Elevation t 0.05 111 11 .11 114 0.00 114 1 0.03 111 11 11 0.02 111 11 1 0.02 111 11 :11 0.02 111 11 1 0.01 111 11 911 0.01 111 11 29.50 0.01 111 11 111 0.01 111 11 30.50 0.01 111 11 11 0.01 111 11 1 0.01 111 11 11 0.01 111 11 1 0.01 111 11 11 0.01 111 11 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 Post Dev DA to POA Post-Dev DA Calcs Type II24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 8 Summary for Pond 1P: StormTech MC-3500 Inflow Area = 1.779 ac, 66.78% Impervious, Inflow Depth = 1.68" for 1-Year event Inflow = 5.34 cfs @ 11.96 hrs, Volume= 0.249 of Outflow = 0.22 cfs @ 13.42 hrs, Volume= 0.185 af, Atten= 96%, Lag-- 88.0 min Primary = 0.22 cfs @ 13.42 firs, Volume= 0.185 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Peak Elev= 466.32' @ 13.42 firs Surf.Area= 0.108 ac Storage= 0.145 of Plug -Flow detention time= 366.7 min calculated for 0.185 of (74% of inflow) Center -of -Mass det. time= 271.0 min ( 1,092.1 - 821.0 ) Volume Invert Avail.Storaee Storage Descriotion #1 463.80' 0.272 of 75.81'W x 60.58'L x 8.00'11 Stone Storage 0.843 of Overall - 0.163 of Embedded = 0.681 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 0.439 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' 3.0" 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-0.22 cfs @ 13.42 firs HW=466.32' (Free Discharge) t ,-Culvert (Passes 0.22 cfs of 3.97 cfs potential flow) 2=0rifice/Grate-(1-YR) (Orifice Controls 0.22 cfs @ 4.56 fps) 3=Orifice/Grate(10-YR) ( Controls 0.00 cfs) =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Post-Dev DA Cates Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 9 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 0.000 463.81 0.00 9.00 0.02 0.001 463.82 0.00 9.50 0.03 0.002 463.85 0.00 10.00 0.05 0.004 463.89 0.00 10.50 0.07 0.006 463.94 0.00 11.00 0.12 0.010 464.04 0.00 11.50 0.25 0.018 464.22 0.00 12.00 4.64 0.103 465.79 0.14 12.50 0.44 0.140 466.25 0.21 13.00 0.28 0.145 466.31 0.22 13.50 0.21 0.145 466.32 0.22 14.00 0.17 0.144 466.31 0.22 14.50 0.15 0.142 466.27 0.22 15.00 0.14 0.139 466.24 0.21 15.50 0.12 0.135 466.19 0.21 16.00 0.11 0.132 466.15 0.20 16.50 0.10 0.128 466.10 0.19 17.00 0.09 0.124 466.05 0.19 17.50 0.09 0.120 466.00 0.18 18.00 0.08 0.116 465.96 0.17 18.50 0.08 0.113 465.91 0.16 19.00 0.07 0.109 465.87 0.16 19.50 0.07 0.105 465.82 0.15 20.00 0.06 0.102 465.78 0.14 20.50 0.06 0.099 465.74 0.13 21.00 0.06 0.096 465.71 0.13 21.50 0.06 0.093 465.67 0.12 22.00 0.06 0.091 465.64 0.11 22.50 0.05 0.089 465.62 0.10 23.00 0.05 0.087 465.59 0.10 23.50 0.05 0.085 465.57 0.09 24.00 0.05 0.084 465.55 0.09 24.50 0.00 0.081 465.52 0.07 25.00 0.00 0.078 465.49 0.06 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.076 465.46 0.05 26.00 0.00 0.074 465.44 0.04 26.50 0.00 0.073 465.42 0.03 27.00 0.00 0.072 465.41 0.02 27.50 0.00 0.071 465.40 0.02 28.00 0.00 0.070 465.39 0.02 28.50 0.00 0.070 465.38 0.01 29.00 0.00 0.069 465.37 0.01 29.50 0.00 0.069 465.37 0.01 30.00 0.00 0.068 465.36 0.01 30.50 0.00 0.068 465.36 0.01 31.00 0.00 0.068 465.35 0.01 31.50 0.00 0.067 465.35 0.01 32.00 0.00 0.067 465.35 0.01 32.50 0.00 0.067 465.34 0.01 33.00 0.00 0.067 465.34 0.01 33.50 0.00 0.066 465.34 0.00 34.00 0.00 0.066 465.34 0.00 34.50 0.00 0.066 465.33 0.00 35.00 0.00 0.066 465.33 0.00 35.50 0.00 0.066 465.33 0.00 36.00 0.00 0.066 465.33 0.00 36.50 0.00 0.065 465.33 0.00 37.00 0.00 0.065 465.33 0.00 37.50 0.00 0.065 465.33 0.00 38.00 0.00 0.065 465.32 0.00 38.50 0.00 0.065 465.32 0.00 39.00 0.00 0.065 465.32 0.00 39.50 0.00 0.065 465.32 0.00 40.00 0.00 0.065 465.32 0.00 40.50 0.00 0.065 465.32 0.00 41.00 0.00 0.065 465.32 0.00 41.50 0.00 0.065 465.32 0.00 42.00 0.00 0.065 465.32 0.00 42.50 0.00 0.065 465.32 0.00 43.00 0.00 0.065 465.32 0.00 43.50 0.00 0.065 465.32 0.00 44.00 0.00 0.065 465.32 0.00 44.50 0.00 0.065 465.32 0.00 45.00 0.00 0.065 465.32 0.00 45.50 0.00 0.065 465.32 0.00 46.00 0.00 0.065 465.32 0.00 46.50 0.00 0.065 465.32 0.00 47.00 0.00 0.064 465.32 0.00 47.50 0.00 0.064 465.31 0.00 48.00 0.00 0.064 465.31 0.00 Post-Dev DA Cales Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 10 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 0.02 465.44 0.04 465.48 0.05 465.52 0.07 465.56 0.09 465.60 0.10 465.64 0.11 465.68 0.12 465.72 0.13 465.76 0.14 465.80 0.14 Stage -Discharge for Pond 1P: StortnTech MC-3500 Elevation Primary (feet) (Cfs) 465.84 0.15 465.88 0.16 465.92 0.17 465.96 0.17 466.00 0.18 466.04 0.19 466.08 0.19 466.12 0.20 466.16 0.20 466.20 0.21 466.24 0.21 466.28 0.22 466.32 0.22 466.36 0.23 466.40 0.23 466.44 0.24 466.48 0.24 466.52 0.25 466.56 0.25 466.60 0.26 466.64 0.26 466.68 0.26 466.72 0.27 466.76 0.27 466.80 0.28 466.84 0.28 466.88 0.29 466.92 0.29 466.96 0.29 467.00 0.30 467.04 0.30 467.08 0.30 467.12 0.31 467.16 0.31 467.20 0.31 467.24 0.32 467.28 0.32 467.32 0.33 467.36 0.33 467.40 0.33 467.44 0.34 467.48 0.34 467.52 0.34 467.56 0.35 467.60 0.35 467.64 0.37 467.68 0.40 467.72 0.44 467.76 0.49 467.80 0.55 467.84 0.61 Elevation Primary (feet) (Cfs) 467.88 0.69 467.92 0.77 467.96 0.85 468.00 0.94 468.04 1.04 468.08 1.13 468.12 1.23 468.16 1.32 468.20 1.41 468.24 1.49 468.28 1.55 468.32 1.62 468.36 1.68 468.40 1.74 468.44 1.80 468.48 1.86 468.52 1.91 468.56 1.96 468.60 2.01 468.64 2.06 468.68 2.11 468.72 2.16 468.76 2.20 468.80 2.25 468.84 2.29 468.88 2.33 468.92 2.38 468.96 2.42 469.00 2.46 469.04 2.50 469.08 2.54 469.12 2.57 469.16 2.61 469.20 2.65 469.24 2.69 469.28 2.72 469.32 2.76 469.36 2.79 469.40 2.83 469.44 2.86 469.48 2.90 469.52 2.93 469.56 2.96 469.60 2.99 469.64 3.03 469.68 3.06 469.72 3.09 469.76 3.12 469.80 3.15 469.84 3.18 469.88 3.21 Elevation Primary (feet) (Cfs) 469.92 3.24 469.96 3.27 470.00 3.30 470.04 3.33 470.08 3.36 470.12 3.39 470.16 3.42 470.20 3.44 470.24 3.47 470.28 3.50 470.32 3.53 470.36 3.55 470.40 3.58 470.44 3.71 470.48 3.93 470.52 4.20 470.56 4.52 470.60 4.88 470.64 5.27 470.68 5.69 470.72 6.14 470.76 6.62 470.80 7.12 470.84 7.65 470.88 8.20 470.92 8.77 470.96 9.36 471.00 9.97 471.04 10.60 471.08 11.24 471.12 11.91 471.16 12.59 471.20 13.29 471.24 14.00 471.28 14.73 471.32 15.47 471.36 16.23 471.40 17.00 471.44 17.79 471.48 18.59 471.52 19.40 471.56 20.23 471.60 21.06 471.64 21.55 471.68 21.63 471.72 21.71 471.76 21.78 471.80 21.86 Post-Dev DA Cales Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 11 Elevation Storage (feet) (acre-feet) 463.80 0.000 463.84 0.002 463.88 0.003 463.92 0.005 463.96 0.007 464.00 0.008 464.04 0.010 464.08 0.012 464.12 0.013 464.16 0.015 464.20 0.017 464.24 0.019 464.28 0.020 464.32 0.022 464.36 0.024 464.40 0.025 464.44 0.027 464.48 0.029 464.52 0.030 464.56 0.032 464.60 0.034 464.64 0.035 464.68 0.037 464.72 0.039 464.76 0.040 464.80 0.042 464.84 0.044 464.88 0.046 464.92 0.047 464.96 0.049 465.00 0.051 465.04 0.052 465.08 0.054 465.12 0.056 465.16 0.057 465.20 0.059 465.24 0.061 465.28 0.062 465.32 0.065 465.36 0.068 465.40 0.071 465.44 0.074 465.48 0.078 465.52 0.081 465.56 0.084 465.60 0.087 465.64 0.091 465.68 0.094 465.72 0.097 465.76 0.100 465.80 0.104 Stage -Area -Storage for Pond 1P: StormTech MC-3500 Elevation Storage (feet) (acre-feet) 465.84 0.107 465.88 0.110 465.92 0.113 465.96 0.117 466.00 0.120 466.04 0.123 466.08 0.126 466.12 0.129 466.16 0.133 466.20 0.136 466.24 0.139 466.28 0.142 466.32 0.145 466.36 0.148 466.40 0.152 466.44 0.155 466.48 0.158 466.52 0.161 466.56 0.164 466.60 0.167 466.64 0.170 466.68 0.173 466.72 0.176 466.76 0.179 466.80 0.182 466.84 0.185 466.88 0.188 466.92 0.191 466.96 0.194 467.00 0.197 467.04 0.200 467.08 0.203 467.12 0.206 467.16 0.208 467.20 0.211 467.24 0.214 467.28 0.217 467.32 0.220 467.36 0.223 467.40 0.225 467.44 0.228 467.48 0.231 467.52 0.234 467.56 0.237 467.60 0.239 467.64 0.242 467.68 0.245 467.72 0.247 467.76 0.250 467.80 0.253 467.84 0.255 Elevation Storage (feet) (acre-feet) 467.88 0.258 467.92 0.261 467.96 0.263 468.00 0.266 468.04 0.268 468.08 0.271 468.12 0.273 468.16 0.276 468.20 0.278 468.24 0.281 468.28 0.283 468.32 0.286 468.36 0.288 468.40 0.290 468.44 0.293 468.48 0.295 468.52 0.297 468.56 0.299 468.60 0.302 468.64 0.304 468.68 0.306 468.72 0.308 468.76 0.310 468.80 0.312 468.84 0.314 468.88 0.315 468.92 0.317 468.96 0.319 469.00 0.321 469.04 0.322 469.08 0.324 469.12 0.326 469.16 0.327 469.20 0.329 469.24 0.331 469.28 0.332 469.32 0.334 469.36 0.336 469.40 0.338 469.44 0.339 469.48 0.341 469.52 0.343 469.56 0.344 469.60 0.346 469.64 0.348 469.68 0.349 469.72 0.351 469.76 0.353 469.80 0.354 469.84 0.356 469.88 0.358 Elevation Storage (feet) (acre-feet) 469.92 0.359 469.96 0.361 470.00 0.363 470.04 0.365 470.08 0.366 470.12 0.368 470.16 0.370 470.20 0.371 470.24 0.373 470.28 0.375 470.32 0.376 470.36 0.378 470.40 0.380 470.44 0.381 470.48 0.383 470.52 0.385 470.56 0.386 470.60 0.388 470.64 0.390 470.68 0.392 470.72 0.393 470.76 0.395 470.80 0.397 470.84 0.398 470.88 0.400 470.92 0.402 470.96 0.403 471.00 0.405 471.04 0.407 471.08 0.408 471.12 0.410 471.16 0.412 471.20 0.413 471.24 0.415 471.28 0.417 471.32 0.418 471.36 0.420 471.40 0.422 471.44 0.424 471.48 0.425 471.52 0.427 471.56 0.429 471.60 0.430 471.64 0.432 471.68 0.434 471.72 0.435 471.76 0.437 471.80 0.439 Post-Dev DA Cates Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 12 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 5.34 cfs @ 11.96 hrs, Volume= 0.249 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span_— 0.00-48.00 hrs, dt= 0.05 Ins Type H 24-hr 1-Year Rainfall=3.02" 1.188 98 Paved parldng, HSG B * 0.591 61 >75% Grass cover, Good, HSG B 1.779 86 Weighted Average 0.591 33.22% Pervious Area 1.188 66.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev DA Cales Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 13 Hydrograph for Subeatchment 1S: Post Dev DA to MC-3500 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.03 0.00 0.00 1.50 0.05 0.00 0.00 2.00 0.07 0.00 0.00 2.50 0.08 0.00 0.00 3.00 0.10 0.00 0.00 3.50 0.12 0.00 0.00 4.00 0.14 0.00 0.00 4.50 0.17 0.00 0.00 5.00 0.19 0.00 0.00 5.50 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.50 0.27 0.00 0.00 7.00 0.30 0.00 0.00 7.50 0.33 0.00 0.00 8.00 0.36 0.00 0.00 8.50 0.40 0.00 0.01 9.00 0.44 0.01 0.02 9.50 0.49 0.02 0.03 10.00 0.55 0.03 0.05 10.50 0.62 0.04 0.07 11.00 0.71 0.07 0.12 11.50 0.85 0.13 0.25 12.00 2.00 0.85 4.64 12.50 2.22 1.02 0.44 13.00 2.33 1.11 0.28 13.50 2.41 1.17 0.21 14.00 2.48 1.22 0.17 14.50 2.53 1.27 0.15 15.00 2.58 1.31 0.14 15.50 2.62 1.34 0.12 16.00 2.66 1.37 0.11 16.50 2.69 1.40 0.10 17.00 2.72 1.43 0.09 17.50 2.75 1.45 0.09 18.00 2.78 1.48 0.08 18.50 2.81 1.50 0.08 19.00 2.83 1.52 0.07 19.50 2.85 1.54 0.07 20.00 2.88 1.56 0.06 20.50 2.89 1.57 0.06 21.00 2.91 1.59 0.06 21.50 2.93 1.60 0.06 22.00 2.95 1.62 0.06 22.50 2.97 1.64 0.05 23.00 2.99 1.65 0.05 23.50 3.00 1.67 0.05 24.00 3.02 1.68 0.05 24.50 3.02 1.68 0.00 25.00 3.02 1.68 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 3.02 1.68 0.00 26.00 3.02 1.68 0.00 26.50 3.02 1.68 0.00 27.00 3.02 1.68 0.00 27.50 3.02 1.68 0.00 28.00 3.02 1.68 0.00 28.50 3.02 1.68 0.00 29.00 3.02 1.68 0.00 29.50 3.02 1.68 0.00 30.00 3.02 1.68 0.00 30.50 3.02 1.68 0.00 31.00 3.02 1.68 0.00 31.50 3.02 1.68 0.00 32.00 3.02 1.68 0.00 32.50 3.02 1.68 0.00 33.00 3.02 1.68 0.00 33.50 3.02 1.68 0.00 34.00 3.02 1.68 0.00 34.50 3.02 1.68 0.00 35.00 3.02 1.68 0.00 35.50 3.02 1.68 0.00 36.00 3.02 1.68 0.00 36.50 3.02 1.68 0.00 37.00 3.02 1.68 0.00 37.50 3.02 1.68 0.00 38.00 3.02 1.68 0.00 38.50 3.02 1.68 0.00 39.00 3.02 1.68 0.00 39.50 3.02 1.68 0.00 40.00 3.02 1.68 0.00 40.50 3.02 1.68 0.00 41.00 3.02 1.68 0.00 41.50 3.02 1.68 0.00 42.00 3.02 1.68 0.00 42.50 3.02 1.68 0.00 43.00 3.02 1.68 0.00 43.50 3.02 1.68 0.00 44.00 3.02 1.68 0.00 44.50 3.02 1.68 0.00 45.00 3.02 1.68 0.00 45.50 3.02 1.68 0.00 46.00 3.02 1.68 0.00 46.50 3.02 1.68 0.00 47.00 3.02 1.68 0.00 47.50 3.02 1.68 0.00 48.00 3.02 1.68 0.00 Post-Dev DA Cates Post Dev DA to POA Type II24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 14 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 firs, Volume= 0.007 of Outflow = 0.11 cfs @ 12.02 firs, Volume= 0.007 af, Atten= 17%, Lag-- 2.5 min Primary = 0.11 cfs @ 12.02 firs, Volume= 0.007 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Peak Elev= 464.38' @ 12.02 firs Surf.Area= 213 sf Storage= 22 cf Plug -Flow detention time= 8.9 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 8.7 min ( 907.0 - 898.3 ) Volume Invert Avail.Storage Storage Description #1 464.15' 241 cf STONE STORAGE (Prismatic) Listed below (Recalc) 647 cf Overall - 44 cf Embedded = 603 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' 74 cf 18.0" D x 42.0'L Pipe Storage 359 cf Total Available Storage Elevation Surf.Area hic.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 464.15 168 0 0 468.00 168 647 647 Device Routing Invert Outlet Devices #1 Primary 464.15' 15.0" Round Culvert L= 44.0' Ke= 0.600 Inlet / Outlet Invert= 464.15' / 463.93' S= 0.0050 7 Cc= 0.900 n= 0.015 #2 Device 1 463.93' 3.0" 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--O.11 cfs @ 12.02 hrs HW=464.37' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 0.14 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.11 cfs @ 2.25 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Orifice/Grate(10-YR) ( Controls 0.00 cfs) Post-Dev DA Cates Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 15 Hydrograph for Pond 2P: StonnTech SC-310 Time Inflow Storage Elevation Primary (hours) (cfs) (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 22 464.37 0.11 13.00 0.01 5 464.21 0.01 14.00 0.01 4 464.20 0.01 15.00 0.01 4 464.20 0.01 16.00 0.00 3 464.19 0.00 17.00 0.00 3 464.19 0.00 18.00 0.00 3 464.19 0.00 19.00 0.00 3 464.19 0.00 20.00 0.00 3 464.18 0.00 21.00 0.00 2 464.18 0.00 22.00 0.00 2 464.18 0.00 23.00 0.00 2 464.18 0.00 24.00 0.00 2 464.18 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 to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 16 Elevation Primary (feet) (Cfs) 464.15 0.00 464.17 0.00 464.19 0.00 464.21 0.01 464.23 0.02 464.25 0.03 464.27 0.04 464.29 0.06 464.31 0.08 464.33 0.10 464.35 0.11 464.37 0.11 464.39 0.12 464.41 0.12 464.43 0.13 464.45 0.13 464.47 0.13 464.49 0.14 464.51 0.14 464.53 0.15 464.55 0.15 464.57 0.15 464.59 0.16 464.61 0.16 464.63 0.16 464.65 0.17 464.67 0.17 464.69 0.17 464.71 0.18 464.73 0.18 464.75 0.18 464.77 0.19 464.79 0.19 464.81 0.19 464.83 0.19 464.85 0.20 464.87 0.20 464.89 0.20 464.91 0.21 464.93 0.21 464.95 0.21 464.97 0.21 464.99 0.22 465.01 0.22 465.03 0.22 465.05 0.22 465.07 0.23 465.09 0.23 465.11 0.23 465.13 0.23 465.15 0.24 Stage -Discharge for Pond 2P: StormTech SC-310 Elevation Primary (feet) (Cfs) 465.17 0.24 465.19 0.24 465.21 0.24 465.23 0.25 465.25 0.25 465.27 0.26 465.29 0.27 465.31 0.29 465.33 0.30 465.35 0.32 465.37 0.33 465.39 0.35 465.41 0.37 465.43 0.39 465.45 0.41 465.47 0.44 465.49 0.46 465.51 0.48 465.53 0.50 465.55 0.53 465.57 0.55 465.59 0.57 465.61 0.58 465.63 0.60 465.65 0.61 465.67 0.63 465.69 0.64 465.71 0.66 465.73 0.67 465.75 0.68 465.77 0.70 465.79 0.71 465.81 0.72 465.83 0.73 465.85 0.74 465.87 0.76 465.89 0.77 465.91 0.78 465.93 0.79 465.95 0.80 465.97 0.81 465.99 0.82 466.01 0.83 466.03 0.84 466.05 0.85 466.07 0.86 466.09 0.87 466.11 0.88 466.13 0.89 466.15 0.90 466.17 0.91 Elevation Primary (feet) (Cfs) 466.19 0.92 466.21 0.93 466.23 0.94 466.25 0.94 466.27 0.95 466.29 0.96 466.31 0.97 466.33 0.98 466.35 0.99 466.37 1.00 466.39 1.00 466.41 1.01 466.43 1.02 466.45 1.03 466.47 1.04 466.49 1.04 466.51 1.05 466.53 1.06 466.55 1.07 466.57 1.08 466.59 1.08 466.61 1.09 466.63 1.10 466.65 1.11 466.67 1.11 466.69 1.12 466.71 1.13 466.73 1.13 466.75 1.14 466.77 1.15 466.79 1.16 466.81 1.16 466.83 1.17 466.85 1.18 466.87 1.18 466.89 1.19 466.91 1.20 466.93 1.20 466.95 1.21 466.97 1.22 466.99 1.22 467.01 1.23 467.03 1.24 467.05 1.24 467.07 1.25 467.09 1.26 467.11 1.26 467.13 1.27 467.15 1.28 467.17 1.28 467.19 1.29 Elevation Primary (feet) (Cfs) 467.21 1.29 467.23 1.30 467.25 1.31 467.27 1.31 467.29 1.32 467.31 1.33 467.33 1.33 467.35 1.34 467.37 1.34 467.39 1.35 467.41 1.36 467.43 1.36 467.45 1.37 467.47 1.37 467.49 1.38 467.51 1.39 467.53 1.39 467.55 1.40 467.57 1.40 467.59 1.41 467.61 1.41 467.63 1.42 467.65 1.43 467.67 1.43 467.69 1.44 467.71 1.44 467.73 1.45 467.75 1.45 467.77 1.46 467.79 1.46 467.81 1.48 467.83 1.54 467.85 1.63 467.87 1.73 467.89 1.84 467.91 1.97 467.93 2.11 467.95 2.27 467.97 2.43 467.99 2.60 Post-Dev DA Cates Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 17 Elevation Storage (feet) (cubic -feet) 464.15 0 464.17 2 464.19 3 464.21 5 464.23 7 464.25 9 464.27 11 464.29 13 464.31 15 464.33 17 464.35 19 464.37 22 464.39 24 464.41 26 464.43 28 464.45 31 464.47 33 464.49 35 464.51 38 464.53 40 464.55 43 464.57 45 464.59 48 464.61 50 464.63 53 464.65 55 464.67 58 464.69 60 464.71 63 464.73 65 464.75 68 464.77 71 464.79 73 464.81 76 464.83 78 464.85 81 464.87 84 464.89 86 464.91 89 464.93 91 464.95 94 464.97 97 464.99 99 465.01 102 465.03 104 465.05 107 465.07 110 465.09 112 465.11 115 465.13 117 465.15 120 Stage -Area -Storage for Pond 2P: StormTech SC-310 Elevation Storage (feet) (cubic -feet) 465.17 122 465.19 125 465.21 127 465.23 130 465.25 132 465.27 135 465.29 137 465.31 140 465.33 142 465.35 144 465.37 147 465.39 149 465.41 151 465.43 153 465.45 156 465.47 158 465.49 160 465.51 162 465.53 164 465.55 166 465.57 168 465.59 170 465.61 172 465.63 173 465.65 175 465.67 177 465.69 179 465.71 181 465.73 183 465.75 185 465.77 187 465.79 189 465.81 191 465.83 193 465.85 195 465.87 196 465.89 198 465.91 200 465.93 202 465.95 204 465.97 206 465.99 208 466.01 210 466.03 212 466.05 214 466.07 216 466.09 217 466.11 219 466.13 221 466.15 223 466.17 225 Elevation Storage (feet) (cubic -feet) 466.19 227 466.21 229 466.23 230 466.25 232 466.27 234 466.29 236 466.31 238 466.33 239 466.35 241 466.37 243 466.39 245 466.41 247 466.43 248 466.45 250 466.47 252 466.49 254 466.51 255 466.53 257 466.55 259 466.57 260 466.59 262 466.61 264 466.63 265 466.65 267 466.67 268 466.69 270 466.71 272 466.73 273 466.75 275 466.77 276 466.79 278 466.81 279 466.83 281 466.85 282 466.87 283 466.89 285 466.91 286 466.93 288 466.95 289 466.97 290 466.99 292 467.01 293 467.03 294 467.05 296 467.07 297 467.09 298 467.11 300 467.13 301 467.15 302 467.17 304 467.19 305 Elevation Storage (feet) (cubic -feet) 467.21 306 467.23 308 467.25 309 467.27 310 467.29 312 467.31 313 467.33 314 467.35 316 467.37 317 467.39 318 467.41 320 467.43 321 467.45 323 467.47 324 467.49 325 467.51 327 467.53 328 467.55 329 467.57 331 467.59 332 467.61 333 467.63 335 467.65 336 467.67 337 467.69 339 467.71 340 467.73 341 467.75 343 467.77 344 467.79 345 467.81 347 467.83 348 467.85 349 467.87 351 467.89 352 467.91 353 467.93 355 467.95 356 467.97 357 467.99 359 Post-Dev DA Calcs Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 18 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 Ins 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 Post-Dev DA Calcs Post Dev DA to POA Type H 24-hr ]-Year Rainfall=3.02" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 19 Hydrograph for Subcatchment 2S: Post Dev DA to SC-310 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 0.50 0.02 0.00 0.00 1.00 0.03 0.00 0.00 1.50 0.05 0.00 0.00 2.00 0.07 0.00 0.00 2.50 0.08 0.00 0.00 3.00 0.10 0.00 0.00 3.50 0.12 0.00 0.00 4.00 0.14 0.00 0.00 4.50 0.17 0.00 0.00 5.00 0.19 0.00 0.00 5.50 0.22 0.00 0.00 6.00 0.24 0.00 0.00 6.50 0.27 0.00 0.00 7.00 0.30 0.00 0.00 7.50 0.33 0.00 0.00 8.00 0.36 0.00 0.00 8.50 0.40 0.00 0.00 9.00 0.44 0.00 0.00 9.50 0.49 0.00 0.00 10.00 0.55 0.00 0.00 10.50 0.62 0.00 0.00 11.00 0.71 0.00 0.00 11.50 0.85 0.00 0.00 12.00 2.00 0.14 0.13 12.50 2.22 0.20 0.02 13.00 2.33 0.24 0.01 13.50 2.41 0.27 0.01 14.00 2.48 0.29 0.01 14.50 2.53 0.31 0.01 15.00 2.58 0.33 0.01 15.50 2.62 0.34 0.01 16.00 2.66 0.36 0.00 16.50 2.69 0.37 0.00 17.00 2.72 0.39 0.00 17.50 2.75 0.40 0.00 18.00 2.78 0.41 0.00 18.50 2.81 0.42 0.00 19.00 2.83 0.43 0.00 19.50 2.85 0.44 0.00 20.00 2.88 0.45 0.00 20.50 2.89 0.46 0.00 21.00 2.91 0.47 0.00 21.50 2.93 0.48 0.00 22.00 2.95 0.48 0.00 22.50 2.97 0.49 0.00 23.00 2.99 0.50 0.00 23.50 3.00 0.51 0.00 24.00 3.02 0.52 0.00 24.50 3.02 0.52 0.00 25.00 3.02 0.52 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 3.02 0.52 0.00 26.00 3.02 0.52 0.00 26.50 3.02 0.52 0.00 27.00 3.02 0.52 0.00 27.50 3.02 0.52 0.00 28.00 3.02 0.52 0.00 28.50 3.02 0.52 0.00 29.00 3.02 0.52 0.00 29.50 3.02 0.52 0.00 30.00 3.02 0.52 0.00 30.50 3.02 0.52 0.00 31.00 3.02 0.52 0.00 31.50 3.02 0.52 0.00 32.00 3.02 0.52 0.00 32.50 3.02 0.52 0.00 33.00 3.02 0.52 0.00 33.50 3.02 0.52 0.00 34.00 3.02 0.52 0.00 34.50 3.02 0.52 0.00 35.00 3.02 0.52 0.00 35.50 3.02 0.52 0.00 36.00 3.02 0.52 0.00 36.50 3.02 0.52 0.00 37.00 3.02 0.52 0.00 37.50 3.02 0.52 0.00 38.00 3.02 0.52 0.00 38.50 3.02 0.52 0.00 39.00 3.02 0.52 0.00 39.50 3.02 0.52 0.00 40.00 3.02 0.52 0.00 40.50 3.02 0.52 0.00 41.00 3.02 0.52 0.00 41.50 3.02 0.52 0.00 42.00 3.02 0.52 0.00 42.50 3.02 0.52 0.00 43.00 3.02 0.52 0.00 43.50 3.02 0.52 0.00 44.00 3.02 0.52 0.00 44.50 3.02 0.52 0.00 45.00 3.02 0.52 0.00 45.50 3.02 0.52 0.00 46.00 3.02 0.52 0.00 46.50 3.02 0.52 0.00 47.00 3.02 0.52 0.00 47.50 3.02 0.52 0.00 48.00 3.02 0.52 0.00 Post-Dev DA Cales Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 20 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=0.41 cfs 0.279 of Primary=0.41 cfs 0.279 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=467.01' Storage-O. 198 of Inflow=7.05 cfs 0.332 of Outflow=0.30 cfs 0.268 of Runoff Area=1.779 ac 66.78% Impervious Runoff Depth=2.24" Tc=5.0 min CN=86 Runoff=7.05 cfs 0.332 of Peak ffiev=464.62' Storage=51 cf Inflow=0.24 cfs 0.012 of Outflow=0.16 cfs 0.012 of Runoff Area=0.169 ac 11.24% Impervious Runoff Depth=0.84" Tc=5.0 min CN=65 Runoff--0.24 cfs 0.012 of Total Runoff Area = 1.948 ac Runoff Volume = 0.344 of Average Runoff Depth = 2.12" 38.04% Pervious = 0.741 ac 61.96% Impervious =1.207 ac Post-Dev DA Cates Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 21 Summary for Link M: POA Inflow Area = 1.948 ac, 61.96% Impervious, Inflow Depth > 1.72" for 2-Year event Inflow = 0.41 cfs @ 12.07 hrs, Volume= 0.279 of Primary = 0.41 cfs @ 12.07 hrs, Volume= 0.279 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Post-Dev DA Cates Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHINIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 22 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 0.38 0.00 0.38 12.50 0.32 0.00 0.32 13.00 0.31 0.00 0.31 13.50 0.31 0.00 0.31 14.00 0.31 0.00 0.31 14.50 0.30 0.00 0.30 15.00 0.29 0.00 0.29 15.50 0.29 0.00 0.29 16.00 0.28 0.00 0.28 16.50 0.27 0.00 0.27 17.00 0.26 0.00 0.26 17.50 0.25 0.00 0.25 18.00 0.24 0.00 0.24 18.50 0.24 0.00 0.24 19.00 0.23 0.00 0.23 19.50 0.22 0.00 0.22 20.00 0.21 0.00 0.21 20.50 0.20 0.00 0.20 21.00 0.19 0.00 0.19 21.50 0.18 0.00 0.18 22.00 0.17 0.00 0.17 22.50 0.16 0.00 0.16 23.00 0.16 0.00 0.16 23.50 0.15 0.00 0.15 24.00 0.14 0.00 0.14 24.50 0.12 0.00 0.12 25.00 0.11 0.00 0.11 Time Inflow Elevation (hours) (cfs) (feet) (cfs) 25.50 0.09 0.00 0.09 26.00 0.08 0.00 0.08 26.50 0.07 0.00 0.07 27.00 0.05 0.00 0.05 27.50 0.04 0.00 0.04 28.00 0.03 0.00 0.03 28.50 0.03 0.00 0.03 29.00 0.02 0.00 0.02 29.50 0.02 0.00 0.02 30.00 0.02 0.00 0.02 30.50 0.01 0.00 0.01 31.00 0.01 0.00 0.01 31.50 0.01 0.00 0.01 32.00 0.01 0.00 0.01 32.50 0.01 0.00 0.01 33.00 0.01 0.00 0.01 33.50 0.01 0.00 0.01 34.00 0.01 0.00 0.01 34.50 0.01 0.00 0.01 35.00 0.01 0.00 0.01 35.50 0.00 0.00 0.00 36.00 0.00 0.00 0.00 36.50 0.00 0.00 0.00 37.00 0.00 0.00 0.00 37.50 0.00 0.00 0.00 38.00 0.00 0.00 0.00 38.50 0.00 0.00 0.00 39.00 0.00 0.00 0.00 39.50 0.00 0.00 0.00 40.00 0.00 0.00 0.00 40.50 0.00 0.00 0.00 41.00 0.00 0.00 0.00 41.50 0.00 0.00 0.00 42.00 0.00 0.00 0.00 42.50 0.00 0.00 0.00 43.00 0.00 0.00 0.00 43.50 0.00 0.00 0.00 44.00 0.00 0.00 0.00 44.50 0.00 0.00 0.00 45.00 0.00 0.00 0.00 45.50 0.00 0.00 0.00 46.00 0.00 0.00 0.00 46.50 0.00 0.00 0.00 47.00 0.00 0.00 0.00 47.50 0.00 0.00 0.00 48.00 0.00 0.00 0.00 Post Dev DA to POA Post-Dev DA Calcs Type II 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 23 Summary for Pond 1P: StormTech MC-3500 Inflow Area = 1.779 ac, 66.78% Impervious, Mow Depth = 2.24" for 2-Year event Inflow = 7.05 cfs @ 11.96 hrs, Volume= 0.332 of Outflow = 0.30 cfs @ 13.35 firs, Volume= 0.268 af, Atten= 96%, Lag-- 83.5 min Primary = 0.30 cfs @ 13.35 firs, Volume= 0.268 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Peak Elev= 467.01' @ 13.35 firs Surf.Area= 0.105 ac Storage= 0.198 of Plug -Flow detention time= 381.5 min calculated for 0.267 of (80% of inflow) Center -of -Mass det. time= 302.1 min (1,115.0 - 812.8 ) Volume Invert Avail.Storaee Storage Descriotion #1 463.80' 0.272 of 75.81'W x 60.58'L x 8.00'11 Stone Storage 0.843 of Overall - 0.163 of Embedded = 0.681 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 0.439 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' 3.0" 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--0.30 cfs @ 13.35 hrs HW=467.01' (Free Discharge) t ,-Culvert (Passes 0.30 cfs of 8.27 cfs potential flow) 2=0rifice/Grate-(1-YR) (Orifice Controls 0.30 cfs @ 6.07 fps) 3=Orifice/Grate(10-YR) ( Controls 0.00 cfs) =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Post-Dev DA Cates Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 24 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 0.01 0.000 463.81 0.00 8.00 0.02 0.001 463.82 0.00 8.50 0.03 0.002 463.85 0.00 9.00 0.04 0.003 463.88 0.00 9.50 0.05 0.005 463.93 0.00 10.00 0.08 0.008 463.99 0.00 10.50 0.12 0.012 464.09 0.00 11.00 0.19 0.018 464.23 0.00 11.50 0.37 0.030 464.50 0.00 12.00 6.08 0.144 466.31 0.22 12.50 0.57 0.191 466.92 0.29 13.00 0.36 0.197 467.00 0.30 13.50 0.27 0.198 467.01 0.30 14.00 0.22 0.196 466.98 0.29 14.50 0.19 0.192 466.93 0.29 15.00 0.17 0.188 466.87 0.28 15.50 0.15 0.183 466.80 0.28 16.00 0.13 0.177 466.73 0.27 16.50 0.13 0.172 466.66 0.26 17.00 0.12 0.166 466.58 0.25 17.50 0.11 0.160 466.51 0.25 18.00 0.10 0.155 466.44 0.24 18.50 0.10 0.149 466.37 0.23 19.00 0.09 0.144 466.30 0.22 19.50 0.08 0.139 466.24 0.21 20.00 0.08 0.133 466.17 0.20 20.50 0.07 0.128 466.10 0.19 21.00 0.07 0.123 466.04 0.19 21.50 0.07 0.119 465.99 0.18 22.00 0.07 0.115 465.94 0.17 22.50 0.07 0.111 465.89 0.16 23.00 0.07 0.107 465.84 0.15 23.50 0.07 0.104 465.80 0.14 24.00 0.06 0.101 465.76 0.14 24.50 0.00 0.096 465.70 0.12 25.00 0.00 0.091 465.64 0.11 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.086 465.59 0.09 26.00 0.00 0.083 465.54 0.08 26.50 0.00 0.080 465.51 0.07 27.00 0.00 0.077 465.48 0.05 27.50 0.00 0.075 465.45 0.04 28.00 0.00 0.074 465.43 0.03 28.50 0.00 0.073 465.42 0.03 29.00 0.00 0.072 465.40 0.02 29.50 0.00 0.071 465.39 0.02 30.00 0.00 0.070 465.39 0.02 30.50 0.00 0.070 465.38 0.01 31.00 0.00 0.069 465.37 0.01 31.50 0.00 0.069 465.37 0.01 32.00 0.00 0.068 465.36 0.01 32.50 0.00 0.068 465.36 0.01 33.00 0.00 0.067 465.35 0.01 33.50 0.00 0.067 465.35 0.01 34.00 0.00 0.067 465.35 0.01 34.50 0.00 0.067 465.34 0.01 35.00 0.00 0.066 465.34 0.01 35.50 0.00 0.066 465.34 0.00 36.00 0.00 0.066 465.34 0.00 36.50 0.00 0.066 465.33 0.00 37.00 0.00 0.066 465.33 0.00 37.50 0.00 0.066 465.33 0.00 38.00 0.00 0.066 465.33 0.00 38.50 0.00 0.065 465.33 0.00 39.00 0.00 0.065 465.33 0.00 39.50 0.00 0.065 465.32 0.00 40.00 0.00 0.065 465.32 0.00 40.50 0.00 0.065 465.32 0.00 41.00 0.00 0.065 465.32 0.00 41.50 0.00 0.065 465.32 0.00 42.00 0.00 0.065 465.32 0.00 42.50 0.00 0.065 465.32 0.00 43.00 0.00 0.065 465.32 0.00 43.50 0.00 0.065 465.32 0.00 44.00 0.00 0.065 465.32 0.00 44.50 0.00 0.065 465.32 0.00 45.00 0.00 0.065 465.32 0.00 45.50 0.00 0.065 465.32 0.00 46.00 0.00 0.065 465.32 0.00 46.50 0.00 0.065 465.32 0.00 47.00 0.00 0.065 465.32 0.00 47.50 0.00 0.065 465.32 0.00 48.00 0.00 0.065 465.32 0.00 Post-Dev DA Cales Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 25 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 0.02 465.44 0.04 465.48 0.05 465.52 0.07 465.56 0.09 465.60 0.10 465.64 0.11 465.68 0.12 465.72 0.13 465.76 0.14 465.80 0.14 Stage -Discharge for Pond 1P: StortnTech MC-3500 Elevation Primary (feet) (Cfs) 465.84 0.15 465.88 0.16 465.92 0.17 465.96 0.17 466.00 0.18 466.04 0.19 466.08 0.19 466.12 0.20 466.16 0.20 466.20 0.21 466.24 0.21 466.28 0.22 466.32 0.22 466.36 0.23 466.40 0.23 466.44 0.24 466.48 0.24 466.52 0.25 466.56 0.25 466.60 0.26 466.64 0.26 466.68 0.26 466.72 0.27 466.76 0.27 466.80 0.28 466.84 0.28 466.88 0.29 466.92 0.29 466.96 0.29 467.00 0.30 467.04 0.30 467.08 0.30 467.12 0.31 467.16 0.31 467.20 0.31 467.24 0.32 467.28 0.32 467.32 0.33 467.36 0.33 467.40 0.33 467.44 0.34 467.48 0.34 467.52 0.34 467.56 0.35 467.60 0.35 467.64 0.37 467.68 0.40 467.72 0.44 467.76 0.49 467.80 0.55 467.84 0.61 Elevation Primary (feet) (Cfs) 467.88 0.69 467.92 0.77 467.96 0.85 468.00 0.94 468.04 1.04 468.08 1.13 468.12 1.23 468.16 1.32 468.20 1.41 468.24 1.49 468.28 1.55 468.32 1.62 468.36 1.68 468.40 1.74 468.44 1.80 468.48 1.86 468.52 1.91 468.56 1.96 468.60 2.01 468.64 2.06 468.68 2.11 468.72 2.16 468.76 2.20 468.80 2.25 468.84 2.29 468.88 2.33 468.92 2.38 468.96 2.42 469.00 2.46 469.04 2.50 469.08 2.54 469.12 2.57 469.16 2.61 469.20 2.65 469.24 2.69 469.28 2.72 469.32 2.76 469.36 2.79 469.40 2.83 469.44 2.86 469.48 2.90 469.52 2.93 469.56 2.96 469.60 2.99 469.64 3.03 469.68 3.06 469.72 3.09 469.76 3.12 469.80 3.15 469.84 3.18 469.88 3.21 Elevation Primary (feet) (Cfs) 469.92 3.24 469.96 3.27 470.00 3.30 470.04 3.33 470.08 3.36 470.12 3.39 470.16 3.42 470.20 3.44 470.24 3.47 470.28 3.50 470.32 3.53 470.36 3.55 470.40 3.58 470.44 3.71 470.48 3.93 470.52 4.20 470.56 4.52 470.60 4.88 470.64 5.27 470.68 5.69 470.72 6.14 470.76 6.62 470.80 7.12 470.84 7.65 470.88 8.20 470.92 8.77 470.96 9.36 471.00 9.97 471.04 10.60 471.08 11.24 471.12 11.91 471.16 12.59 471.20 13.29 471.24 14.00 471.28 14.73 471.32 15.47 471.36 16.23 471.40 17.00 471.44 17.79 471.48 18.59 471.52 19.40 471.56 20.23 471.60 21.06 471.64 21.55 471.68 21.63 471.72 21.71 471.76 21.78 471.80 21.86 Post-Dev DA Cales Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 26 Elevation Storage (feet) (acre-feet) 463.80 0.000 463.84 0.002 463.88 0.003 463.92 0.005 463.96 0.007 464.00 0.008 464.04 0.010 464.08 0.012 464.12 0.013 464.16 0.015 464.20 0.017 464.24 0.019 464.28 0.020 464.32 0.022 464.36 0.024 464.40 0.025 464.44 0.027 464.48 0.029 464.52 0.030 464.56 0.032 464.60 0.034 464.64 0.035 464.68 0.037 464.72 0.039 464.76 0.040 464.80 0.042 464.84 0.044 464.88 0.046 464.92 0.047 464.96 0.049 465.00 0.051 465.04 0.052 465.08 0.054 465.12 0.056 465.16 0.057 465.20 0.059 465.24 0.061 465.28 0.062 465.32 0.065 465.36 0.068 465.40 0.071 465.44 0.074 465.48 0.078 465.52 0.081 465.56 0.084 465.60 0.087 465.64 0.091 465.68 0.094 465.72 0.097 465.76 0.100 465.80 0.104 Stage -Area -Storage for Pond 1P: StormTech MC-3500 Elevation Storage (feet) (acre-feet) 465.84 0.107 465.88 0.110 465.92 0.113 465.96 0.117 466.00 0.120 466.04 0.123 466.08 0.126 466.12 0.129 466.16 0.133 466.20 0.136 466.24 0.139 466.28 0.142 466.32 0.145 466.36 0.148 466.40 0.152 466.44 0.155 466.48 0.158 466.52 0.161 466.56 0.164 466.60 0.167 466.64 0.170 466.68 0.173 466.72 0.176 466.76 0.179 466.80 0.182 466.84 0.185 466.88 0.188 466.92 0.191 466.96 0.194 467.00 0.197 467.04 0.200 467.08 0.203 467.12 0.206 467.16 0.208 467.20 0.211 467.24 0.214 467.28 0.217 467.32 0.220 467.36 0.223 467.40 0.225 467.44 0.228 467.48 0.231 467.52 0.234 467.56 0.237 467.60 0.239 467.64 0.242 467.68 0.245 467.72 0.247 467.76 0.250 467.80 0.253 467.84 0.255 Elevation Storage (feet) (acre-feet) 467.88 0.258 467.92 0.261 467.96 0.263 468.00 0.266 468.04 0.268 468.08 0.271 468.12 0.273 468.16 0.276 468.20 0.278 468.24 0.281 468.28 0.283 468.32 0.286 468.36 0.288 468.40 0.290 468.44 0.293 468.48 0.295 468.52 0.297 468.56 0.299 468.60 0.302 468.64 0.304 468.68 0.306 468.72 0.308 468.76 0.310 468.80 0.312 468.84 0.314 468.88 0.315 468.92 0.317 468.96 0.319 469.00 0.321 469.04 0.322 469.08 0.324 469.12 0.326 469.16 0.327 469.20 0.329 469.24 0.331 469.28 0.332 469.32 0.334 469.36 0.336 469.40 0.338 469.44 0.339 469.48 0.341 469.52 0.343 469.56 0.344 469.60 0.346 469.64 0.348 469.68 0.349 469.72 0.351 469.76 0.353 469.80 0.354 469.84 0.356 469.88 0.358 Elevation Storage (feet) (acre-feet) 469.92 0.359 469.96 0.361 470.00 0.363 470.04 0.365 470.08 0.366 470.12 0.368 470.16 0.370 470.20 0.371 470.24 0.373 470.28 0.375 470.32 0.376 470.36 0.378 470.40 0.380 470.44 0.381 470.48 0.383 470.52 0.385 470.56 0.386 470.60 0.388 470.64 0.390 470.68 0.392 470.72 0.393 470.76 0.395 470.80 0.397 470.84 0.398 470.88 0.400 470.92 0.402 470.96 0.403 471.00 0.405 471.04 0.407 471.08 0.408 471.12 0.410 471.16 0.412 471.20 0.413 471.24 0.415 471.28 0.417 471.32 0.418 471.36 0.420 471.40 0.422 471.44 0.424 471.48 0.425 471.52 0.427 471.56 0.429 471.60 0.430 471.64 0.432 471.68 0.434 471.72 0.435 471.76 0.437 471.80 0.439 Post-Dev DA Cates Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 27 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 7.05 cfs @ 11.96 hrs, Volume= 0.332 af, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 Ins Type H 24-hr 2-Year Rainfall=3.66" 1.188 98 Paved parking, HSG B * 0.591 61 >75% Grass cover, Good, HSG B 1.779 86 Weighted Average 0.591 33.22% Pervious Area 1.188 66.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev DA Cales Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 28 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 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.10 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.15 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.20 0.00 0.00 5.00 0.23 0.00 0.00 5.50 0.26 0.00 0.00 6.00 0.29 0.00 0.00 6.50 0.33 0.00 0.00 7.00 0.36 0.00 0.00 7.50 0.40 0.00 0.01 8.00 0.44 0.01 0.02 8.50 0.48 0.01 0.03 9.00 0.54 0.02 0.04 9.50 0.60 0.04 0.05 10.00 0.66 0.06 0.08 10.50 0.75 0.09 0.12 11.00 0.86 0.13 0.19 11.50 1.04 0.22 0.37 12.00 2.43 1.18 6.08 12.50 2.69 1.40 0.57 13.00 2.83 1.51 0.36 13.50 2.92 1.60 0.27 14.00 3.00 1.66 0.22 14.50 3.07 1.72 0.19 15.00 3.12 1.77 0.17 15.50 3.18 1.81 0.15 16.00 3.22 1.85 0.13 16.50 3.26 1.89 0.13 17.00 3.30 1.92 0.12 17.50 3.34 1.95 0.11 18.00 3.37 1.98 0.10 18.50 3.40 2.01 0.10 19.00 3.43 2.04 0.09 19.50 3.46 2.06 0.08 20.00 3.48 2.08 0.08 20.50 3.51 2.11 0.07 21.00 3.53 2.13 0.07 21.50 3.55 2.15 0.07 22.00 3.58 2.17 0.07 22.50 3.60 2.18 0.07 23.00 3.62 2.20 0.07 23.50 3.64 2.22 0.07 24.00 3.66 2.24 0.06 24.50 3.66 2.24 0.00 25.00 3.66 2.24 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 3.66 2.24 0.00 26.00 3.66 2.24 0.00 26.50 3.66 2.24 0.00 27.00 3.66 2.24 0.00 27.50 3.66 2.24 0.00 28.00 3.66 2.24 0.00 28.50 3.66 2.24 0.00 29.00 3.66 2.24 0.00 29.50 3.66 2.24 0.00 30.00 3.66 2.24 0.00 30.50 3.66 2.24 0.00 31.00 3.66 2.24 0.00 31.50 3.66 2.24 0.00 32.00 3.66 2.24 0.00 32.50 3.66 2.24 0.00 33.00 3.66 2.24 0.00 33.50 3.66 2.24 0.00 34.00 3.66 2.24 0.00 34.50 3.66 2.24 0.00 35.00 3.66 2.24 0.00 35.50 3.66 2.24 0.00 36.00 3.66 2.24 0.00 36.50 3.66 2.24 0.00 37.00 3.66 2.24 0.00 37.50 3.66 2.24 0.00 38.00 3.66 2.24 0.00 38.50 3.66 2.24 0.00 39.00 3.66 2.24 0.00 39.50 3.66 2.24 0.00 40.00 3.66 2.24 0.00 40.50 3.66 2.24 0.00 41.00 3.66 2.24 0.00 41.50 3.66 2.24 0.00 42.00 3.66 2.24 0.00 42.50 3.66 2.24 0.00 43.00 3.66 2.24 0.00 43.50 3.66 2.24 0.00 44.00 3.66 2.24 0.00 44.50 3.66 2.24 0.00 45.00 3.66 2.24 0.00 45.50 3.66 2.24 0.00 46.00 3.66 2.24 0.00 46.50 3.66 2.24 0.00 47.00 3.66 2.24 0.00 47.50 3.66 2.24 0.00 48.00 3.66 2.24 0.00 Post-Dev DA Cates Post Dev DA to POA Type II 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 29 Summary for Pond 2P: StormTech SC-310 Inflow Area = 0.169 ac, 11.24% Impervious, Inflow Depth = 0.84" for 2-Year event Inflow = 0.24 cfs @ 11.97 firs, Volume= 0.012 of Outflow = 0.16 cfs @ 12.04 firs, Volume= 0.012 af, Atten= 32%, Lag-- 4.0 min Primary = 0.16 cfs @ 12.04 firs, Volume= 0.012 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Peak Elev= 464.62' @ 12.04 firs Surf.Area= 226 sf Storage= 51 cf Plug -Flow detention time= 7.4 min calculated for 0.012 of (100% of inflow) Center -of -Mass det. time= 7.4 min ( 886.7 - 879.3 ) Volume Invert Avail.Storage Storage Description #1 464.15' 241 cf STONE STORAGE (Prismatic) Listed below (Recalc) 647 cf Overall - 44 cf Embedded = 603 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' 74 cf 18.0" D x 42.0'L Pipe Storage 359 cf Total Available Storage Elevation Surf.Area hic.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 464.15 168 0 0 468.00 168 647 647 Device Routing Invert Outlet Devices #1 Primary 464.15' 15.0" Round Culvert L= 44.0' Ke= 0.600 Inlet / Outlet Invert= 464.15' / 463.93' S= 0.0050 7 Cc= 0.900 n= 0.015 #2 Device 1 463.93' 3.0" 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--O. 16 cfs @ 12.04 hrs HW=464.61' (Free Discharge) 1=Culvert (Passes 0.16 cfs of 0.62 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.16 cfs @ 3.25 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Orifice/Grate(10-YR) ( Controls 0.00 cfs) Post-Dev DA Cates Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 30 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 0.23 47 464.58 0.16 13.00 0.02 7 464.23 0.02 14.00 0.01 5 464.21 0.01 15.00 0.01 5 464.21 0.01 16.00 0.01 4 464.20 0.01 17.00 0.01 4 464.20 0.01 18.00 0.01 4 464.20 0.01 19.00 0.01 4 464.19 0.01 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 to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 31 Elevation Primary (feet) (Cfs) 464.15 0.00 464.17 0.00 464.19 0.00 464.21 0.01 464.23 0.02 464.25 0.03 464.27 0.04 464.29 0.06 464.31 0.08 464.33 0.10 464.35 0.11 464.37 0.11 464.39 0.12 464.41 0.12 464.43 0.13 464.45 0.13 464.47 0.13 464.49 0.14 464.51 0.14 464.53 0.15 464.55 0.15 464.57 0.15 464.59 0.16 464.61 0.16 464.63 0.16 464.65 0.17 464.67 0.17 464.69 0.17 464.71 0.18 464.73 0.18 464.75 0.18 464.77 0.19 464.79 0.19 464.81 0.19 464.83 0.19 464.85 0.20 464.87 0.20 464.89 0.20 464.91 0.21 464.93 0.21 464.95 0.21 464.97 0.21 464.99 0.22 465.01 0.22 465.03 0.22 465.05 0.22 465.07 0.23 465.09 0.23 465.11 0.23 465.13 0.23 465.15 0.24 Stage -Discharge for Pond 2P: StormTech SC-310 Elevation Primary (feet) (Cfs) 465.17 0.24 465.19 0.24 465.21 0.24 465.23 0.25 465.25 0.25 465.27 0.26 465.29 0.27 465.31 0.29 465.33 0.30 465.35 0.32 465.37 0.33 465.39 0.35 465.41 0.37 465.43 0.39 465.45 0.41 465.47 0.44 465.49 0.46 465.51 0.48 465.53 0.50 465.55 0.53 465.57 0.55 465.59 0.57 465.61 0.58 465.63 0.60 465.65 0.61 465.67 0.63 465.69 0.64 465.71 0.66 465.73 0.67 465.75 0.68 465.77 0.70 465.79 0.71 465.81 0.72 465.83 0.73 465.85 0.74 465.87 0.76 465.89 0.77 465.91 0.78 465.93 0.79 465.95 0.80 465.97 0.81 465.99 0.82 466.01 0.83 466.03 0.84 466.05 0.85 466.07 0.86 466.09 0.87 466.11 0.88 466.13 0.89 466.15 0.90 466.17 0.91 Elevation Primary (feet) (Cfs) 466.19 0.92 466.21 0.93 466.23 0.94 466.25 0.94 466.27 0.95 466.29 0.96 466.31 0.97 466.33 0.98 466.35 0.99 466.37 1.00 466.39 1.00 466.41 1.01 466.43 1.02 466.45 1.03 466.47 1.04 466.49 1.04 466.51 1.05 466.53 1.06 466.55 1.07 466.57 1.08 466.59 1.08 466.61 1.09 466.63 1.10 466.65 1.11 466.67 1.11 466.69 1.12 466.71 1.13 466.73 1.13 466.75 1.14 466.77 1.15 466.79 1.16 466.81 1.16 466.83 1.17 466.85 1.18 466.87 1.18 466.89 1.19 466.91 1.20 466.93 1.20 466.95 1.21 466.97 1.22 466.99 1.22 467.01 1.23 467.03 1.24 467.05 1.24 467.07 1.25 467.09 1.26 467.11 1.26 467.13 1.27 467.15 1.28 467.17 1.28 467.19 1.29 Elevation Primary (feet) (Cfs) 467.21 1.29 467.23 1.30 467.25 1.31 467.27 1.31 467.29 1.32 467.31 1.33 467.33 1.33 467.35 1.34 467.37 1.34 467.39 1.35 467.41 1.36 467.43 1.36 467.45 1.37 467.47 1.37 467.49 1.38 467.51 1.39 467.53 1.39 467.55 1.40 467.57 1.40 467.59 1.41 467.61 1.41 467.63 1.42 467.65 1.43 467.67 1.43 467.69 1.44 467.71 1.44 467.73 1.45 467.75 1.45 467.77 1.46 467.79 1.46 467.81 1.48 467.83 1.54 467.85 1.63 467.87 1.73 467.89 1.84 467.91 1.97 467.93 2.11 467.95 2.27 467.97 2.43 467.99 2.60 Post-Dev DA Cates Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 32 Elevation Storage (feet) (cubic -feet) 464.15 0 464.17 2 464.19 3 464.21 5 464.23 7 464.25 9 464.27 11 464.29 13 464.31 15 464.33 17 464.35 19 464.37 22 464.39 24 464.41 26 464.43 28 464.45 31 464.47 33 464.49 35 464.51 38 464.53 40 464.55 43 464.57 45 464.59 48 464.61 50 464.63 53 464.65 55 464.67 58 464.69 60 464.71 63 464.73 65 464.75 68 464.77 71 464.79 73 464.81 76 464.83 78 464.85 81 464.87 84 464.89 86 464.91 89 464.93 91 464.95 94 464.97 97 464.99 99 465.01 102 465.03 104 465.05 107 465.07 110 465.09 112 465.11 115 465.13 117 465.15 120 Stage -Area -Storage for Pond 2P: StormTech SC-310 Elevation Storage (feet) (cubic -feet) 465.17 122 465.19 125 465.21 127 465.23 130 465.25 132 465.27 135 465.29 137 465.31 140 465.33 142 465.35 144 465.37 147 465.39 149 465.41 151 465.43 153 465.45 156 465.47 158 465.49 160 465.51 162 465.53 164 465.55 166 465.57 168 465.59 170 465.61 172 465.63 173 465.65 175 465.67 177 465.69 179 465.71 181 465.73 183 465.75 185 465.77 187 465.79 189 465.81 191 465.83 193 465.85 195 465.87 196 465.89 198 465.91 200 465.93 202 465.95 204 465.97 206 465.99 208 466.01 210 466.03 212 466.05 214 466.07 216 466.09 217 466.11 219 466.13 221 466.15 223 466.17 225 Elevation Storage (feet) (cubic -feet) 466.19 227 466.21 229 466.23 230 466.25 232 466.27 234 466.29 236 466.31 238 466.33 239 466.35 241 466.37 243 466.39 245 466.41 247 466.43 248 466.45 250 466.47 252 466.49 254 466.51 255 466.53 257 466.55 259 466.57 260 466.59 262 466.61 264 466.63 265 466.65 267 466.67 268 466.69 270 466.71 272 466.73 273 466.75 275 466.77 276 466.79 278 466.81 279 466.83 281 466.85 282 466.87 283 466.89 285 466.91 286 466.93 288 466.95 289 466.97 290 466.99 292 467.01 293 467.03 294 467.05 296 467.07 297 467.09 298 467.11 300 467.13 301 467.15 302 467.17 304 467.19 305 Elevation Storage (feet) (cubic -feet) 467.21 306 467.23 308 467.25 309 467.27 310 467.29 312 467.31 313 467.33 314 467.35 316 467.37 317 467.39 318 467.41 320 467.43 321 467.45 323 467.47 324 467.49 325 467.51 327 467.53 328 467.55 329 467.57 331 467.59 332 467.61 333 467.63 335 467.65 336 467.67 337 467.69 339 467.71 340 467.73 341 467.75 343 467.77 344 467.79 345 467.81 347 467.83 348 467.85 349 467.87 351 467.89 352 467.91 353 467.93 355 467.95 356 467.97 357 467.99 359 Post-Dev DA Calcs Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 33 Summary for Subcatchment 2S: Post Dev DA to SC-310 Runoff = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 Ins Type H 24-hr 2-Year Rainfall=3.66" 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 Post-Dev DA Calcs Post Dev DA to POA Type H 24-hr 2-Year Rainfall=3.66" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 34 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 0.04 0.00 0.00 1.50 0.06 0.00 0.00 2.00 0.08 0.00 0.00 2.50 0.10 0.00 0.00 3.00 0.13 0.00 0.00 3.50 0.15 0.00 0.00 4.00 0.18 0.00 0.00 4.50 0.20 0.00 0.00 5.00 0.23 0.00 0.00 5.50 0.26 0.00 0.00 6.00 0.29 0.00 0.00 6.50 0.33 0.00 0.00 7.00 0.36 0.00 0.00 7.50 0.40 0.00 0.00 8.00 0.44 0.00 0.00 8.50 0.48 0.00 0.00 9.00 0.54 0.00 0.00 9.50 0.60 0.00 0.00 10.00 0.66 0.00 0.00 10.50 0.75 0.00 0.00 11.00 0.86 0.00 0.00 11.50 1.04 0.00 0.00 12.00 2.43 0.27 0.23 12.50 2.69 0.37 0.03 13.00 2.83 0.43 0.02 13.50 2.92 0.47 0.01 14.00 3.00 0.51 0.01 14.50 3.07 0.54 0.01 15.00 3.12 0.56 0.01 15.50 3.18 0.59 0.01 16.00 3.22 0.61 0.01 16.50 3.26 0.63 0.01 17.00 3.30 0.65 0.01 17.50 3.34 0.67 0.01 18.00 3.37 0.69 0.01 18.50 3.40 0.70 0.01 19.00 3.43 0.72 0.01 19.50 3.46 0.73 0.00 20.00 3.48 0.74 0.00 20.50 3.51 0.76 0.00 21.00 3.53 0.77 0.00 21.50 3.55 0.78 0.00 22.00 3.58 0.79 0.00 22.50 3.60 0.80 0.00 23.00 3.62 0.82 0.00 23.50 3.64 0.83 0.00 24.00 3.66 0.84 0.00 24.50 3.66 0.84 0.00 25.00 3.66 0.84 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 3.66 0.84 0.00 26.00 3.66 0.84 0.00 26.50 3.66 0.84 0.00 27.00 3.66 0.84 0.00 27.50 3.66 0.84 0.00 28.00 3.66 0.84 0.00 28.50 3.66 0.84 0.00 29.00 3.66 0.84 0.00 29.50 3.66 0.84 0.00 30.00 3.66 0.84 0.00 30.50 3.66 0.84 0.00 31.00 3.66 0.84 0.00 31.50 3.66 0.84 0.00 32.00 3.66 0.84 0.00 32.50 3.66 0.84 0.00 33.00 3.66 0.84 0.00 33.50 3.66 0.84 0.00 34.00 3.66 0.84 0.00 34.50 3.66 0.84 0.00 35.00 3.66 0.84 0.00 35.50 3.66 0.84 0.00 36.00 3.66 0.84 0.00 36.50 3.66 0.84 0.00 37.00 3.66 0.84 0.00 37.50 3.66 0.84 0.00 38.00 3.66 0.84 0.00 38.50 3.66 0.84 0.00 39.00 3.66 0.84 0.00 39.50 3.66 0.84 0.00 40.00 3.66 0.84 0.00 40.50 3.66 0.84 0.00 41.00 3.66 0.84 0.00 41.50 3.66 0.84 0.00 42.00 3.66 0.84 0.00 42.50 3.66 0.84 0.00 43.00 3.66 0.84 0.00 43.50 3.66 0.84 0.00 44.00 3.66 0.84 0.00 44.50 3.66 0.84 0.00 45.00 3.66 0.84 0.00 45.50 3.66 0.84 0.00 46.00 3.66 0.84 0.00 46.50 3.66 0.84 0.00 47.00 3.66 0.84 0.00 47.50 3.66 0.84 0.00 48.00 3.66 0.84 0.00 Post-Dev DA Cales Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 35 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=2.44 cfs 0.551 of Primary=2.44 cfs 0.551 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=468.74' Storage=0.309 of Inflow=12.12 cfs 0.588 of Outflow=2.18 cfs 0.523 of Runoff Area=1.779 ac 66.78% Impervious Runoff Depth=3.96" Tc=5.0 min CN=86 Runoff--12.12 cfs 0.588 of Peak Elev--465.56' Storage=167 cf Inflow=0.61 cfs 0.028 of Outflow=0.53 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 = 1.948 ac Runoff Volume = 0.616 of Average Runoff Depth = 3.80" 38.04% Pervious = 0.741 ac 61.96% Impervious =1.207 ac Post-Dev DA Cates Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 36 Summary for Link 1L: POA Inflow Area = 1.948 ac, 61.96% Impervious, Inflow Depth > 3.40" for 10-Year event Inflow = 2.44 cfs @ 12.10 hrs, Volume= 0.551 of Primary = 2.44 cfs @ 12.10 hrs, Volume= 0.551 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 hrs, dt= 0.05 Ins Post-Dev DA Cates Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHINIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 37 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 0.05 0.00 0.05 12.00 1.77 0.00 1.77 12.50 1.80 0.00 1.80 13.00 0.98 0.00 0.98 13.50 0.65 0.00 0.65 14.00 0.51 0.00 0.51 14.50 0.43 0.00 0.43 15.00 0.38 0.00 0.38 15.50 0.36 0.00 0.36 16.00 0.36 0.00 0.36 16.50 0.35 0.00 0.35 17.00 0.34 0.00 0.34 17.50 0.33 0.00 0.33 18.00 0.33 0.00 0.33 18.50 0.32 0.00 0.32 19.00 0.31 0.00 0.31 19.50 0.30 0.00 0.30 20.00 0.29 0.00 0.29 20.50 0.28 0.00 0.28 21.00 0.27 0.00 0.27 21.50 0.26 0.00 0.26 22.00 0.26 0.00 0.26 22.50 0.25 0.00 0.25 23.00 0.24 0.00 0.24 23.50 0.23 0.00 0.23 24.00 0.22 0.00 0.22 24.50 0.20 0.00 0.20 25.00 0.19 0.00 0.19 Time Inflow Elevation (hours) (cfs) (feet) (cfs) 25.50 0.17 0.00 0.17 26.00 0.16 0.00 0.16 26.50 0.15 0.00 0.15 27.00 0.13 0.00 0.13 27.50 0.12 0.00 0.12 28.00 0.10 0.00 0.10 28.50 0.09 0.00 0.09 29.00 0.07 0.00 0.07 29.50 0.06 0.00 0.06 30.00 0.05 0.00 0.05 30.50 0.04 0.00 0.04 31.00 0.03 0.00 0.03 31.50 0.02 0.00 0.02 32.00 0.02 0.00 0.02 32.50 0.02 0.00 0.02 33.00 0.01 0.00 0.01 33.50 0.01 0.00 0.01 34.00 0.01 0.00 0.01 34.50 0.01 0.00 0.01 35.00 0.01 0.00 0.01 35.50 0.01 0.00 0.01 36.00 0.01 0.00 0.01 36.50 0.01 0.00 0.01 37.00 0.01 0.00 0.01 37.50 0.01 0.00 0.01 38.00 0.00 0.00 0.00 38.50 0.00 0.00 0.00 39.00 0.00 0.00 0.00 39.50 0.00 0.00 0.00 40.00 0.00 0.00 0.00 40.50 0.00 0.00 0.00 41.00 0.00 0.00 0.00 41.50 0.00 0.00 0.00 42.00 0.00 0.00 0.00 42.50 0.00 0.00 0.00 43.00 0.00 0.00 0.00 43.50 0.00 0.00 0.00 44.00 0.00 0.00 0.00 44.50 0.00 0.00 0.00 45.00 0.00 0.00 0.00 45.50 0.00 0.00 0.00 46.00 0.00 0.00 0.00 46.50 0.00 0.00 0.00 47.00 0.00 0.00 0.00 47.50 0.00 0.00 0.00 48.00 0.00 0.00 0.00 Post Dev DA to POA Post-Dev DA Calcs Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 38 Summary for Pond 1P: StormTech MC-3500 Inflow Area = 1.779 ac, 66.78% Impervious, Mow Depth = 3.96" for 10-Year event Inflow = 12.12 cfs @ 11.95 hrs, Volume= 0.588 of Outflow = 2.18 cfs @ 12.13 hrs, Volume= 0.523 af, Atten= 82%, Lag-- 10.8 min Primary = 2.18 cfs @ 12.13 firs, Volume= 0.523 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 hrs Peak Elev= 468.74' @ 12.13 firs Surf.Area= 0.105 ac Storage= 0.309 of Plug -Flow detention time= 313.0 min calculated for 0.522 of (89% of inflow) Center -of -Mass det. time= 259.6 min (1,056.2 - 796.6 ) Volume Invert Avail.Storaee Storage Descriotion #1 463.80' 0.272 of 75.81'W x 60.58'L x 8.00'11 Stone Storage 0.843 of Overall - 0.163 of Embedded = 0.681 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 0.439 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' 3.0" 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=2.18 cfs @ 12.13 hrs HW=468.74' (Free Discharge) t ,-Culvert (Passes 2.18 cfs of 14.95 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.43 cfs @ 8.76 fps) 3=Orifice/Grate(10-YR) (Orifice Controls 1.75 cfs @ 4.33 fps) =Sharp -Crested Rectangular Weir ( Controls 0.00 cfs) Post-Dev DA Cates Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 39 Hydrograph for Pond 1P: StormTech MC-3500 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 463.80 0.00 0.50 0.00 0.000 463.80 0.00 1.00 0.00 0.000 463.80 0.00 1.50 0.00 0.000 463.80 0.00 2.00 0.00 0.000 463.80 0.00 2.50 0.00 0.000 463.80 0.00 3.00 0.00 0.000 463.80 0.00 3.50 0.00 0.000 463.80 0.00 4.00 0.00 0.000 463.80 0.00 4.50 0.00 0.000 463.80 0.00 5.00 0.00 0.000 463.80 0.00 5.50 0.01 0.000 463.81 0.00 6.00 0.02 0.001 463.82 0.00 6.50 0.03 0.002 463.85 0.00 7.00 0.04 0.004 463.89 0.00 7.50 0.05 0.006 463.93 0.00 8.00 0.07 0.008 463.99 0.00 8.50 0.09 0.011 464.07 0.00 9.00 0.12 0.016 464.18 0.00 9.50 0.14 0.021 464.31 0.00 10.00 0.19 0.028 464.47 0.00 10.50 0.27 0.038 464.69 0.00 11.00 0.41 0.051 465.02 0.00 11.50 0.74 0.074 465.44 0.04 12.00 10.31 0.274 468.13 1.25 12.50 0.94 0.290 468.39 1.73 13.00 0.59 0.266 468.00 0.94 13.50 0.45 0.256 467.84 0.62 14.00 0.35 0.250 467.75 0.48 14.50 0.31 0.245 467.68 0.41 15.00 0.28 0.241 467.63 0.37 15.50 0.25 0.238 467.57 0.35 16.00 0.22 0.233 467.51 0.34 16.50 0.20 0.228 467.43 0.33 17.00 0.19 0.222 467.35 0.33 17.50 0.18 0.216 467.27 0.32 18.00 0.17 0.210 467.19 0.31 18.50 0.16 0.204 467.10 0.31 19.00 0.15 0.198 467.02 0.30 19.50 0.13 0.192 466.93 0.29 20.00 0.12 0.185 466.84 0.28 20.50 0.12 0.179 466.75 0.27 21.00 0.12 0.173 466.67 0.26 21.50 0.11 0.167 466.59 0.26 22.00 0.11 0.161 466.52 0.25 22.50 0.11 0.156 466.45 0.24 23.00 0.11 0.150 466.38 0.23 23.50 0.11 0.145 466.32 0.22 24.00 0.10 0.141 466.26 0.22 24.50 0.00 0.133 466.16 0.20 25.00 0.00 0.124 466.06 0.19 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.117 465.97 0.17 26.00 0.00 0.110 465.88 0.16 26.50 0.00 0.104 465.80 0.15 27.00 0.00 0.098 465.73 0.13 27.50 0.00 0.093 465.67 0.12 28.00 0.00 0.088 465.61 0.10 28.50 0.00 0.085 465.56 0.09 29.00 0.00 0.081 465.52 0.07 29.50 0.00 0.079 465.49 0.06 30.00 0.00 0.076 465.46 0.05 30.50 0.00 0.075 465.44 0.04 31.00 0.00 0.073 465.42 0.03 31.50 0.00 0.072 465.41 0.02 32.00 0.00 0.071 465.40 0.02 32.50 0.00 0.070 465.39 0.02 33.00 0.00 0.070 465.38 0.01 33.50 0.00 0.069 465.38 0.01 34.00 0.00 0.069 465.37 0.01 34.50 0.00 0.068 465.36 0.01 35.00 0.00 0.068 465.36 0.01 35.50 0.00 0.068 465.35 0.01 36.00 0.00 0.067 465.35 0.01 36.50 0.00 0.067 465.35 0.01 37.00 0.00 0.067 465.34 0.01 37.50 0.00 0.067 465.34 0.01 38.00 0.00 0.066 465.34 0.00 38.50 0.00 0.066 465.34 0.00 39.00 0.00 0.066 465.33 0.00 39.50 0.00 0.066 465.33 0.00 40.00 0.00 0.066 465.33 0.00 40.50 0.00 0.066 465.33 0.00 41.00 0.00 0.065 465.33 0.00 41.50 0.00 0.065 465.33 0.00 42.00 0.00 0.065 465.33 0.00 42.50 0.00 0.065 465.32 0.00 43.00 0.00 0.065 465.32 0.00 43.50 0.00 0.065 465.32 0.00 44.00 0.00 0.065 465.32 0.00 44.50 0.00 0.065 465.32 0.00 45.00 0.00 0.065 465.32 0.00 45.50 0.00 0.065 465.32 0.00 46.00 0.00 0.065 465.32 0.00 46.50 0.00 0.065 465.32 0.00 47.00 0.00 0.065 465.32 0.00 47.50 0.00 0.065 465.32 0.00 48.00 0.00 0.065 465.32 0.00 Post-Dev DA Cales Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 40 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 0.02 465.44 0.04 465.48 0.05 465.52 0.07 465.56 0.09 465.60 0.10 465.64 0.11 465.68 0.12 465.72 0.13 465.76 0.14 465.80 0.14 Stage -Discharge for Pond 1P: StortnTech MC-3500 Elevation Primary (feet) (Cfs) 465.84 0.15 465.88 0.16 465.92 0.17 465.96 0.17 466.00 0.18 466.04 0.19 466.08 0.19 466.12 0.20 466.16 0.20 466.20 0.21 466.24 0.21 466.28 0.22 466.32 0.22 466.36 0.23 466.40 0.23 466.44 0.24 466.48 0.24 466.52 0.25 466.56 0.25 466.60 0.26 466.64 0.26 466.68 0.26 466.72 0.27 466.76 0.27 466.80 0.28 466.84 0.28 466.88 0.29 466.92 0.29 466.96 0.29 467.00 0.30 467.04 0.30 467.08 0.30 467.12 0.31 467.16 0.31 467.20 0.31 467.24 0.32 467.28 0.32 467.32 0.33 467.36 0.33 467.40 0.33 467.44 0.34 467.48 0.34 467.52 0.34 467.56 0.35 467.60 0.35 467.64 0.37 467.68 0.40 467.72 0.44 467.76 0.49 467.80 0.55 467.84 0.61 Elevation Primary (feet) (Cfs) 467.88 0.69 467.92 0.77 467.96 0.85 468.00 0.94 468.04 1.04 468.08 1.13 468.12 1.23 468.16 1.32 468.20 1.41 468.24 1.49 468.28 1.55 468.32 1.62 468.36 1.68 468.40 1.74 468.44 1.80 468.48 1.86 468.52 1.91 468.56 1.96 468.60 2.01 468.64 2.06 468.68 2.11 468.72 2.16 468.76 2.20 468.80 2.25 468.84 2.29 468.88 2.33 468.92 2.38 468.96 2.42 469.00 2.46 469.04 2.50 469.08 2.54 469.12 2.57 469.16 2.61 469.20 2.65 469.24 2.69 469.28 2.72 469.32 2.76 469.36 2.79 469.40 2.83 469.44 2.86 469.48 2.90 469.52 2.93 469.56 2.96 469.60 2.99 469.64 3.03 469.68 3.06 469.72 3.09 469.76 3.12 469.80 3.15 469.84 3.18 469.88 3.21 Elevation Primary (feet) (Cfs) 469.92 3.24 469.96 3.27 470.00 3.30 470.04 3.33 470.08 3.36 470.12 3.39 470.16 3.42 470.20 3.44 470.24 3.47 470.28 3.50 470.32 3.53 470.36 3.55 470.40 3.58 470.44 3.71 470.48 3.93 470.52 4.20 470.56 4.52 470.60 4.88 470.64 5.27 470.68 5.69 470.72 6.14 470.76 6.62 470.80 7.12 470.84 7.65 470.88 8.20 470.92 8.77 470.96 9.36 471.00 9.97 471.04 10.60 471.08 11.24 471.12 11.91 471.16 12.59 471.20 13.29 471.24 14.00 471.28 14.73 471.32 15.47 471.36 16.23 471.40 17.00 471.44 17.79 471.48 18.59 471.52 19.40 471.56 20.23 471.60 21.06 471.64 21.55 471.68 21.63 471.72 21.71 471.76 21.78 471.80 21.86 Post-Dev DA Cales Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 41 Elevation Storage (feet) (acre-feet) 463.80 0.000 463.84 0.002 463.88 0.003 463.92 0.005 463.96 0.007 464.00 0.008 464.04 0.010 464.08 0.012 464.12 0.013 464.16 0.015 464.20 0.017 464.24 0.019 464.28 0.020 464.32 0.022 464.36 0.024 464.40 0.025 464.44 0.027 464.48 0.029 464.52 0.030 464.56 0.032 464.60 0.034 464.64 0.035 464.68 0.037 464.72 0.039 464.76 0.040 464.80 0.042 464.84 0.044 464.88 0.046 464.92 0.047 464.96 0.049 465.00 0.051 465.04 0.052 465.08 0.054 465.12 0.056 465.16 0.057 465.20 0.059 465.24 0.061 465.28 0.062 465.32 0.065 465.36 0.068 465.40 0.071 465.44 0.074 465.48 0.078 465.52 0.081 465.56 0.084 465.60 0.087 465.64 0.091 465.68 0.094 465.72 0.097 465.76 0.100 465.80 0.104 Stage -Area -Storage for Pond 1P: StormTech MC-3500 Elevation Storage (feet) (acre-feet) 465.84 0.107 465.88 0.110 465.92 0.113 465.96 0.117 466.00 0.120 466.04 0.123 466.08 0.126 466.12 0.129 466.16 0.133 466.20 0.136 466.24 0.139 466.28 0.142 466.32 0.145 466.36 0.148 466.40 0.152 466.44 0.155 466.48 0.158 466.52 0.161 466.56 0.164 466.60 0.167 466.64 0.170 466.68 0.173 466.72 0.176 466.76 0.179 466.80 0.182 466.84 0.185 466.88 0.188 466.92 0.191 466.96 0.194 467.00 0.197 467.04 0.200 467.08 0.203 467.12 0.206 467.16 0.208 467.20 0.211 467.24 0.214 467.28 0.217 467.32 0.220 467.36 0.223 467.40 0.225 467.44 0.228 467.48 0.231 467.52 0.234 467.56 0.237 467.60 0.239 467.64 0.242 467.68 0.245 467.72 0.247 467.76 0.250 467.80 0.253 467.84 0.255 Elevation Storage (feet) (acre-feet) 467.88 0.258 467.92 0.261 467.96 0.263 468.00 0.266 468.04 0.268 468.08 0.271 468.12 0.273 468.16 0.276 468.20 0.278 468.24 0.281 468.28 0.283 468.32 0.286 468.36 0.288 468.40 0.290 468.44 0.293 468.48 0.295 468.52 0.297 468.56 0.299 468.60 0.302 468.64 0.304 468.68 0.306 468.72 0.308 468.76 0.310 468.80 0.312 468.84 0.314 468.88 0.315 468.92 0.317 468.96 0.319 469.00 0.321 469.04 0.322 469.08 0.324 469.12 0.326 469.16 0.327 469.20 0.329 469.24 0.331 469.28 0.332 469.32 0.334 469.36 0.336 469.40 0.338 469.44 0.339 469.48 0.341 469.52 0.343 469.56 0.344 469.60 0.346 469.64 0.348 469.68 0.349 469.72 0.351 469.76 0.353 469.80 0.354 469.84 0.356 469.88 0.358 Elevation Storage (feet) (acre-feet) 469.92 0.359 469.96 0.361 470.00 0.363 470.04 0.365 470.08 0.366 470.12 0.368 470.16 0.370 470.20 0.371 470.24 0.373 470.28 0.375 470.32 0.376 470.36 0.378 470.40 0.380 470.44 0.381 470.48 0.383 470.52 0.385 470.56 0.386 470.60 0.388 470.64 0.390 470.68 0.392 470.72 0.393 470.76 0.395 470.80 0.397 470.84 0.398 470.88 0.400 470.92 0.402 470.96 0.403 471.00 0.405 471.04 0.407 471.08 0.408 471.12 0.410 471.16 0.412 471.20 0.413 471.24 0.415 471.28 0.417 471.32 0.418 471.36 0.420 471.40 0.422 471.44 0.424 471.48 0.425 471.52 0.427 471.56 0.429 471.60 0.430 471.64 0.432 471.68 0.434 471.72 0.435 471.76 0.437 471.80 0.439 Post-Dev DA Cates Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 42 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 12.12 cfs @ 11.95 hrs, Volume= 0.588 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 Ins Type H 24-hr 10-Year Rainfall=5.53" 1.188 98 Paved parldng, HSG B * 0.591 61 >75% Grass cover, Good, HSG B 1.779 86 Weighted Average 0.591 33.22% Pervious Area 1.188 66.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev DA Cales Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 43 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 0.01 0.02 6.50 0.49 0.02 0.03 7.00 0.55 0.03 0.04 7.50 0.60 0.04 0.05 8.00 0.66 0.06 0.07 8.50 0.73 0.08 0.09 9.00 0.81 0.11 0.12 9.50 0.90 0.15 0.14 10.00 1.00 0.20 0.19 10.50 1.13 0.27 0.27 11.00 1.30 0.36 0.41 11.50 1.56 0.54 0.74 12.00 3.67 2.25 1031 12.50 4.06 2.60 0.94 13.00 4.27 2.79 0.59 13.50 4.42 2.93 0.45 14.00 4.53 3.04 0.35 14.50 4.63 3.13 0.31 15.00 4.72 3.21 0.28 15.50 4.80 3.28 0.25 16.00 4.87 3.34 0.22 16.50 4.93 3.40 0.20 17.00 4.99 3.45 0.19 17.50 5.04 3.51 0.18 18.00 5.09 3.55 0.17 18.50 5.14 3.60 0.16 19.00 5.19 3.64 0.15 19.50 5.23 3.68 0.13 20.00 5.26 3.71 0.12 20.50 5.30 3.75 0.12 21.00 5.34 3.78 0.12 21.50 5.37 3.81 0.11 22.00 5.40 3.84 0.11 22.50 5.44 3.88 0.11 23.00 5.47 3.91 0.11 23.50 5.50 3.94 0.11 24.00 5.53 3.% 0.10 24.50 5.53 3.96 0.00 25.00 5.53 3.96 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 5.53 3.96 0.00 26.00 5.53 3.96 0.00 26.50 5.53 3.96 0.00 27.00 5.53 3.96 0.00 27.50 5.53 3.96 0.00 28.00 5.53 3.96 0.00 28.50 5.53 3.96 0.00 29.00 5.53 3.96 0.00 29.50 5.53 3.96 0.00 30.00 5.53 3.96 0.00 30.50 5.53 3.96 0.00 31.00 5.53 3.96 0.00 31.50 5.53 3.96 0.00 32.00 5.53 3.96 0.00 32.50 5.53 3.96 0.00 33.00 5.53 3.96 0.00 33.50 5.53 3.96 0.00 34.00 5.53 3.96 0.00 34.50 5.53 3.96 0.00 35.00 5.53 3.96 0.00 35.50 5.53 3.96 0.00 36.00 5.53 3.96 0.00 36.50 5.53 3.96 0.00 37.00 5.53 3.96 0.00 37.50 5.53 3.96 0.00 38.00 5.53 3.96 0.00 38.50 5.53 3.96 0.00 39.00 5.53 3.96 0.00 39.50 5.53 3.96 0.00 40.00 5.53 3.96 0.00 40.50 5.53 3.96 0.00 41.00 5.53 3.96 0.00 41.50 5.53 3.96 0.00 42.00 5.53 3.96 0.00 42.50 5.53 3.96 0.00 43.00 5.53 3.96 0.00 43.50 5.53 3.96 0.00 44.00 5.53 3.96 0.00 44.50 5.53 3.96 0.00 45.00 5.53 3.96 0.00 45.50 5.53 3.96 0.00 46.00 5.53 3.96 0.00 46.50 5.53 3.96 0.00 47.00 5.53 3.96 0.00 47.50 5.53 3.96 0.00 48.00 5.53 3.96 0.00 Post-Dev DA Cates Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 44 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 = 0.53 cfs @ 12.01 hrs, Volume= 0.028 af, Atten=13%, Lag-- 3.0 min Primary = 0.53 cfs @ 12.01 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 465.56' @ 12.01 Ins Surf.Area= 198 sf Storage= 167 cf Plug -Flow detention time= 6.4 min calculated for 0.028 of (100% of inflow) Center -of -Mass det. time= 6.4 min ( 856.9 - 850.5 ) Volume Invert Avail.Storage Storage Description #1 464.15' 241 cf STONE STORAGE (Prismatic) Listed below (Recalc) 647 cf Overall - 44 cf Embedded = 603 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' 74 cf 18.0" D x 42.0'L Pipe Storage 359 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 464.15 168 0 0 468.00 168 647 647 Device Routing Invert Outlet Devices #1 Primary 464.15' 15.0" Round Culvert L= 44.0' Ke= 0.600 Inlet / Outlet Invert= 464.15' / 463.93' S= 0.0050 7 Cc= 0.900 n= 0.015 #2 Device 1 463.93' 3.0" 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--0.50 cfs @ 12.01 hrs HW=465.52' (Free Discharge) 1=Culvert (Passes 0.28 cfs of 4.00 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.28 cfs @ 5.64 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Orifice/Grate(10-YR) (Orifice Controls 0.22 cfs @ 1,94 fps) Post-Dev DA Cates Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 45 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 0.55 166 465.54 0.52 13.00 0.04 10 464.27 0.04 14.00 0.02 8 464.24 0.02 15.00 0.02 7 464.23 0.02 16.00 0.01 6 464.22 0.01 17.00 0.01 6 464.22 0.01 18.00 0.01 5 464.21 0.01 19.00 0.01 5 464.21 0.01 20.00 0.01 4 464.20 0.01 21.00 0.01 4 464.20 0.01 22.00 0.01 4 464.20 0.01 23.00 0.01 4 464.20 0.01 24.00 0.01 4 464.20 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 to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 46 Elevation Primary (feet) (Cfs) 464.15 0.00 464.17 0.00 464.19 0.00 464.21 0.01 464.23 0.02 464.25 0.03 464.27 0.04 464.29 0.06 464.31 0.08 464.33 0.10 464.35 0.11 464.37 0.11 464.39 0.12 464.41 0.12 464.43 0.13 464.45 0.13 464.47 0.13 464.49 0.14 464.51 0.14 464.53 0.15 464.55 0.15 464.57 0.15 464.59 0.16 464.61 0.16 464.63 0.16 464.65 0.17 464.67 0.17 464.69 0.17 464.71 0.18 464.73 0.18 464.75 0.18 464.77 0.19 464.79 0.19 464.81 0.19 464.83 0.19 464.85 0.20 464.87 0.20 464.89 0.20 464.91 0.21 464.93 0.21 464.95 0.21 464.97 0.21 464.99 0.22 465.01 0.22 465.03 0.22 465.05 0.22 465.07 0.23 465.09 0.23 465.11 0.23 465.13 0.23 465.15 0.24 Stage -Discharge for Pond 2P: StormTech SC-310 Elevation Primary (feet) (Cfs) 465.17 0.24 465.19 0.24 465.21 0.24 465.23 0.25 465.25 0.25 465.27 0.26 465.29 0.27 465.31 0.29 465.33 0.30 465.35 0.32 465.37 0.33 465.39 0.35 465.41 0.37 465.43 0.39 465.45 0.41 465.47 0.44 465.49 0.46 465.51 0.48 465.53 0.50 465.55 0.53 465.57 0.55 465.59 0.57 465.61 0.58 465.63 0.60 465.65 0.61 465.67 0.63 465.69 0.64 465.71 0.66 465.73 0.67 465.75 0.68 465.77 0.70 465.79 0.71 465.81 0.72 465.83 0.73 465.85 0.74 465.87 0.76 465.89 0.77 465.91 0.78 465.93 0.79 465.95 0.80 465.97 0.81 465.99 0.82 466.01 0.83 466.03 0.84 466.05 0.85 466.07 0.86 466.09 0.87 466.11 0.88 466.13 0.89 466.15 0.90 466.17 0.91 Elevation Primary (feet) (Cfs) 466.19 0.92 466.21 0.93 466.23 0.94 466.25 0.94 466.27 0.95 466.29 0.96 466.31 0.97 466.33 0.98 466.35 0.99 466.37 1.00 466.39 1.00 466.41 1.01 466.43 1.02 466.45 1.03 466.47 1.04 466.49 1.04 466.51 1.05 466.53 1.06 466.55 1.07 466.57 1.08 466.59 1.08 466.61 1.09 466.63 1.10 466.65 1.11 466.67 1.11 466.69 1.12 466.71 1.13 466.73 1.13 466.75 1.14 466.77 1.15 466.79 1.16 466.81 1.16 466.83 1.17 466.85 1.18 466.87 1.18 466.89 1.19 466.91 1.20 466.93 1.20 466.95 1.21 466.97 1.22 466.99 1.22 467.01 1.23 467.03 1.24 467.05 1.24 467.07 1.25 467.09 1.26 467.11 1.26 467.13 1.27 467.15 1.28 467.17 1.28 467.19 1.29 Elevation Primary (feet) (Cfs) 467.21 1.29 467.23 1.30 467.25 1.31 467.27 1.31 467.29 1.32 467.31 1.33 467.33 1.33 467.35 1.34 467.37 1.34 467.39 1.35 467.41 1.36 467.43 1.36 467.45 1.37 467.47 1.37 467.49 1.38 467.51 1.39 467.53 1.39 467.55 1.40 467.57 1.40 467.59 1.41 467.61 1.41 467.63 1.42 467.65 1.43 467.67 1.43 467.69 1.44 467.71 1.44 467.73 1.45 467.75 1.45 467.77 1.46 467.79 1.46 467.81 1.48 467.83 1.54 467.85 1.63 467.87 1.73 467.89 1.84 467.91 1.97 467.93 2.11 467.95 2.27 467.97 2.43 467.99 2.60 Post-Dev DA Cates Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 47 Elevation Storage (feet) (cubic -feet) 464.15 0 464.17 2 464.19 3 464.21 5 464.23 7 464.25 9 464.27 11 464.29 13 464.31 15 464.33 17 464.35 19 464.37 22 464.39 24 464.41 26 464.43 28 464.45 31 464.47 33 464.49 35 464.51 38 464.53 40 464.55 43 464.57 45 464.59 48 464.61 50 464.63 53 464.65 55 464.67 58 464.69 60 464.71 63 464.73 65 464.75 68 464.77 71 464.79 73 464.81 76 464.83 78 464.85 81 464.87 84 464.89 86 464.91 89 464.93 91 464.95 94 464.97 97 464.99 99 465.01 102 465.03 104 465.05 107 465.07 110 465.09 112 465.11 115 465.13 117 465.15 120 Stage -Area -Storage for Pond 2P: StormTech SC-310 Elevation Storage (feet) (cubic -feet) 465.17 122 465.19 125 465.21 127 465.23 130 465.25 132 465.27 135 465.29 137 465.31 140 465.33 142 465.35 144 465.37 147 465.39 149 465.41 151 465.43 153 465.45 156 465.47 158 465.49 160 465.51 162 465.53 164 465.55 166 465.57 168 465.59 170 465.61 172 465.63 173 465.65 175 465.67 177 465.69 179 465.71 181 465.73 183 465.75 185 465.77 187 465.79 189 465.81 191 465.83 193 465.85 195 465.87 196 465.89 198 465.91 200 465.93 202 465.95 204 465.97 206 465.99 208 466.01 210 466.03 212 466.05 214 466.07 216 466.09 217 466.11 219 466.13 221 466.15 223 466.17 225 Elevation Storage (feet) (cubic -feet) 466.19 227 466.21 229 466.23 230 466.25 232 466.27 234 466.29 236 466.31 238 466.33 239 466.35 241 466.37 243 466.39 245 466.41 247 466.43 248 466.45 250 466.47 252 466.49 254 466.51 255 466.53 257 466.55 259 466.57 260 466.59 262 466.61 264 466.63 265 466.65 267 466.67 268 466.69 270 466.71 272 466.73 273 466.75 275 466.77 276 466.79 278 466.81 279 466.83 281 466.85 282 466.87 283 466.89 285 466.91 286 466.93 288 466.95 289 466.97 290 466.99 292 467.01 293 467.03 294 467.05 296 467.07 297 467.09 298 467.11 300 467.13 301 467.15 302 467.17 304 467.19 305 Elevation Storage (feet) (cubic -feet) 467.21 306 467.23 308 467.25 309 467.27 310 467.29 312 467.31 313 467.33 314 467.35 316 467.37 317 467.39 318 467.41 320 467.43 321 467.45 323 467.47 324 467.49 325 467.51 327 467.53 328 467.55 329 467.57 331 467.59 332 467.61 333 467.63 335 467.65 336 467.67 337 467.69 339 467.71 340 467.73 341 467.75 343 467.77 344 467.79 345 467.81 347 467.83 348 467.85 349 467.87 351 467.89 352 467.91 353 467.93 355 467.95 356 467.97 357 467.99 359 Post-Dev DA Calcs Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 48 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 Post-Dev DA Calcs Post Dev DA to POA Type II24-hr 10-Year Rainfall=5.53" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 49 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 to POA Post-Dev DA Cales Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 50 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=20.88 cfs 1.095 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=20.88 cfs 1.095 of Peak Elev=471.53' Storage=0.427 of Inflow=21.67 cfs 1.093 of Outflow=19.63 cfs 1.028 of Runoff Area=1.779 ac 66.78% Impervious Runoff Depth=7.37" Tc=5.0 min CN=86 Runoff--21.67 cfs 1.093 of Peak Elev--467.09' Storage=298 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 = 1.948 ac Runoff Volume =1.160 of Average Runoff Depth = 7.15" 38.04% Pervious = 0.741 ac 61.96% Impervious = 1.207 ac Post-DCv DA Cates Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 51 Summary for Link 1L: POA Inflow Area = 1.948 ac, 61.96% Impervious, Inflow Depth = 6.75" for 100-Year event Inflow = 20.88 cfs @ 12.00 hrs, Volume= 1.095 of Primary = 20.88 cfs @ 12.00 hrs, Volume= 1.095 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span-- 0.00-48.00 hrs, dt= 0.05 Ins Post-Dev DA Cates Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07" Prepared by SHINIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 52 Hydrograph for Link 1L: POA Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.50 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.50 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.50 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.50 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.50 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.50 0.02 0.00 0.02 10.00 0.09 0.00 0.09 10.50 0.15 0.00 0.15 11.00 0.21 0.00 0.21 11.50 0.31 0.00 0.31 12.00 20.81 0.00 20.81 12.50 3.29 0.00 3.29 13.00 2.04 0.00 2.04 13.50 1.23 0.00 1.23 14.00 0.83 0.00 0.83 14.50 0.67 0.00 0.67 15.00 0.58 0.00 0.58 15.50 0.52 0.00 0.52 16.00 0.47 0.00 0.47 16.50 0.43 0.00 0.43 17.00 0.40 0.00 0.40 17.50 0.39 0.00 0.39 18.00 0.37 0.00 0.37 18.50 0.37 0.00 0.37 19.00 0.36 0.00 0.36 19.50 0.35 0.00 0.35 20.00 0.35 0.00 0.35 20.50 0.34 0.00 0.34 21.00 0.33 0.00 0.33 21.50 0.33 0.00 0.33 22.00 0.32 0.00 0.32 22.50 0.31 0.00 0.31 23.00 0.31 0.00 0.31 23.50 0.30 0.00 0.30 24.00 0.30 0.00 0.30 24.50 0.27 0.00 0.27 25.00 0.25 0.00 0.25 Time Inflow Elevation (hours) (cfs) (feet) (cfs) 25.50 0.24 0.00 0.24 26.00 0.22 0.00 0.22 26.50 0.21 0.00 0.21 27.00 0.19 0.00 0.19 27.50 0.18 0.00 0.18 28.00 0.16 0.00 0.16 28.50 0.15 0.00 0.15 29.00 0.14 0.00 0.14 29.50 0.12 0.00 0.12 30.00 0.11 0.00 0.11 30.50 0.09 0.00 0.09 31.00 0.08 0.00 0.08 31.50 0.06 0.00 0.06 32.00 0.05 0.00 0.05 32.50 0.04 0.00 0.04 33.00 0.03 0.00 0.03 33.50 0.03 0.00 0.03 34.00 0.02 0.00 0.02 34.50 0.02 0.00 0.02 35.00 0.01 0.00 0.01 35.50 0.01 0.00 0.01 36.00 0.01 0.00 0.01 36.50 0.01 0.00 0.01 37.00 0.01 0.00 0.01 37.50 0.01 0.00 0.01 38.00 0.01 0.00 0.01 38.50 0.01 0.00 0.01 39.00 0.01 0.00 0.01 39.50 0.01 0.00 0.01 40.00 0.00 0.00 0.00 40.50 0.00 0.00 0.00 41.00 0.00 0.00 0.00 41.50 0.00 0.00 0.00 42.00 0.00 0.00 0.00 42.50 0.00 0.00 0.00 43.00 0.00 0.00 0.00 43.50 0.00 0.00 0.00 44.00 0.00 0.00 0.00 44.50 0.00 0.00 0.00 45.00 0.00 0.00 0.00 45.50 0.00 0.00 0.00 46.00 0.00 0.00 0.00 46.50 0.00 0.00 0.00 47.00 0.00 0.00 0.00 47.50 0.00 0.00 0.00 48.00 0.00 0.00 0.00 Post Dev DA to POA Post-Dev DA Calcs Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 53 Summary for Pond 1P: StormTech MC-3500 Inflow Area = 1.779 ac, 66.78% Impervious, Inflow Depth = 7.37" for 100-Year event Inflow = 21.67 cfs @ 11.95 tits, Volume= 1.093 of Outflow = 19.63 cfs @ 12.01 hrs, Volume= 1.028 af, Atten= 9%, Lag= 3.2 min Primary = 19.63 cfs @ 12.01 hrs, Volume= 1.028 of Routing by Stor-Ind method, Time Span-- 0.00-48.00 firs, dt= 0.05 firs Peak Elev= 471.53' @ 12.01 firs Surf.Area= 0.105 ac Storage= 0.427 of Plug -Flow detention time= 214.9 min calculated for 1.027 of (94% of inflow) Center -of -Mass det. time=182.4 min ( 961.8 - 779.5 ) Volume Invert Avail.Storaee Storage Description #1 463.80' 0.272 of 75.81'W x 60.58'L x 8.00'11 Stone Storage 0.843 of Overall - 0.163 of Embedded = 0.681 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 0.439 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' 3.0" 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=18.96 cfs @ 12.01 hrs HW=471.50' (Free Discharge) t ,-Culvert (Passes 18.96 cfs of 21.28 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.58 cfs @ 11.87 fps) 3=Orifice/Grate(10-YR) (Orifice Controls 3.67 cfs @ 9.10 fps) =Sharp -Crested Rectangular Weir (Weir Controls 14.71 cfs @ 3.54 fps) Post-Dev DA Cates Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 54 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 0.01 0.000 463.80 0.00 4.00 0.03 0.001 463.82 0.00 4.50 0.04 0.002 463.85 0.00 5.00 0.06 0.004 463.90 0.00 5.50 0.08 0.007 463.97 0.00 6.00 0.10 0.011 464.06 0.00 6.50 0.12 0.016 464.17 0.00 7.00 0.14 0.021 464.30 0.00 7.50 0.17 0.028 464.45 0.00 8.00 0.19 0.035 464.63 0.00 8.50 0.24 0.044 464.84 0.00 9.00 0.31 0.055 465.11 0.00 9.50 0.34 0.069 465.37 0.01 10.00 0.43 0.083 465.54 0.08 10.50 0.59 0.099 465.75 0.13 11.00 0.86 0.122 466.03 0.18 11.50 1.49 0.161 466.52 0.25 12.00 18.23 0.427 471.53 1955 12.50 1.63 0.352 469.74 3.10 13.00 1.02 0.299 468.56 1.96 13.50 0.77 0.272 468.10 1.17 14.00 0.61 0.261 467.93 0.79 14.50 0.54 0.256 467.85 0.63 15.00 0.48 0.253 467.80 0.54 15.50 0.43 0.250 467.76 0.49 16.00 0.37 0.247 467.72 0.44 16.50 0.35 0.245 467.68 0.40 17.00 0.33 0.242 467.65 0.38 17.50 0.31 0.240 467.62 0.36 18.00 0.29 0.238 467.58 0.35 18.50 0.27 0.235 467.54 0.34 19.00 0.25 0.232 467.49 0.34 19.50 0.23 0.228 467.43 0.33 20.00 0.21 0.223 467.36 0.33 20.50 0.20 0.218 467.29 0.32 21.00 0.20 0.213 467.22 0.32 21.50 0.19 0.208 467.16 0.31 22.00 0.19 0.203 467.09 0.30 22.50 0.19 0.199 467.02 0.30 23.00 0.18 0.194 466.96 0.29 23.50 0.18 0.190 466.90 0.29 24.00 0.17 0.185 466.84 0.28 24.50 0.00 0.175 466.70 0.27 25.00 0.00 0.164 466.56 0.25 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 25.50 0.00 0.154 466.43 0.24 26.00 0.00 0.145 466.31 0.22 26.50 0.00 0.136 466.20 0.21 27.00 0.00 0.127 466.10 0.19 27.50 0.00 0.120 466.00 0.18 28.00 0.00 0.113 465.91 0.16 28.50 0.00 0.106 465.83 0.15 29.00 0.00 0.100 465.76 0.14 29.50 0.00 0.095 465.69 0.12 30.00 0.00 0.090 465.63 0.11 30.50 0.00 0.086 465.58 0.09 31.00 0.00 0.082 465.54 0.08 31.50 0.00 0.079 465.50 0.06 32.00 0.00 0.077 465.47 0.05 32.50 0.00 0.075 465.45 0.04 33.00 0.00 0.074 465.43 0.03 33.50 0.00 0.072 465.42 0.03 34.00 0.00 0.072 465.40 0.02 34.50 0.00 0.071 465.39 0.02 35.00 0.00 0.070 465.39 0.01 35.50 0.00 0.069 465.38 0.01 36.00 0.00 0.069 465.37 0.01 36.50 0.00 0.069 465.37 0.01 37.00 0.00 0.068 465.36 0.01 37.50 0.00 0.068 465.36 0.01 38.00 0.00 0.067 465.35 0.01 38.50 0.00 0.067 465.35 0.01 39.00 0.00 0.067 465.35 0.01 39.50 0.00 0.067 465.34 0.01 40.00 0.00 0.066 465.34 0.00 40.50 0.00 0.066 465.34 0.00 41.00 0.00 0.066 465.33 0.00 41.50 0.00 0.066 465.33 0.00 42.00 0.00 0.066 465.33 0.00 42.50 0.00 0.066 465.33 0.00 43.00 0.00 0.066 465.33 0.00 43.50 0.00 0.065 465.33 0.00 44.00 0.00 0.065 465.33 0.00 44.50 0.00 0.065 465.32 0.00 45.00 0.00 0.065 465.32 0.00 45.50 0.00 0.065 465.32 0.00 46.00 0.00 0.065 465.32 0.00 46.50 0.00 0.065 465.32 0.00 47.00 0.00 0.065 465.32 0.00 47.50 0.00 0.065 465.32 0.00 48.00 0.00 0.065 465.32 0.00 Post-Dev DA Cales Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 55 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 0.02 465.44 0.04 465.48 0.05 465.52 0.07 465.56 0.09 465.60 0.10 465.64 0.11 465.68 0.12 465.72 0.13 465.76 0.14 465.80 0.14 Stage -Discharge for Pond 1P: StortnTech MC-3500 Elevation Primary (feet) (Cfs) 465.84 0.15 465.88 0.16 465.92 0.17 465.96 0.17 466.00 0.18 466.04 0.19 466.08 0.19 466.12 0.20 466.16 0.20 466.20 0.21 466.24 0.21 466.28 0.22 466.32 0.22 466.36 0.23 466.40 0.23 466.44 0.24 466.48 0.24 466.52 0.25 466.56 0.25 466.60 0.26 466.64 0.26 466.68 0.26 466.72 0.27 466.76 0.27 466.80 0.28 466.84 0.28 466.88 0.29 466.92 0.29 466.96 0.29 467.00 0.30 467.04 0.30 467.08 0.30 467.12 0.31 467.16 0.31 467.20 0.31 467.24 0.32 467.28 0.32 467.32 0.33 467.36 0.33 467.40 0.33 467.44 0.34 467.48 0.34 467.52 0.34 467.56 0.35 467.60 0.35 467.64 0.37 467.68 0.40 467.72 0.44 467.76 0.49 467.80 0.55 467.84 0.61 Elevation Primary (feet) (Cfs) 467.88 0.69 467.92 0.77 467.96 0.85 468.00 0.94 468.04 1.04 468.08 1.13 468.12 1.23 468.16 1.32 468.20 1.41 468.24 1.49 468.28 1.55 468.32 1.62 468.36 1.68 468.40 1.74 468.44 1.80 468.48 1.86 468.52 1.91 468.56 1.96 468.60 2.01 468.64 2.06 468.68 2.11 468.72 2.16 468.76 2.20 468.80 2.25 468.84 2.29 468.88 2.33 468.92 2.38 468.96 2.42 469.00 2.46 469.04 2.50 469.08 2.54 469.12 2.57 469.16 2.61 469.20 2.65 469.24 2.69 469.28 2.72 469.32 2.76 469.36 2.79 469.40 2.83 469.44 2.86 469.48 2.90 469.52 2.93 469.56 2.96 469.60 2.99 469.64 3.03 469.68 3.06 469.72 3.09 469.76 3.12 469.80 3.15 469.84 3.18 469.88 3.21 Elevation Primary (feet) (Cfs) 469.92 3.24 469.96 3.27 470.00 3.30 470.04 3.33 470.08 3.36 470.12 3.39 470.16 3.42 470.20 3.44 470.24 3.47 470.28 3.50 470.32 3.53 470.36 3.55 470.40 3.58 470.44 3.71 470.48 3.93 470.52 4.20 470.56 4.52 470.60 4.88 470.64 5.27 470.68 5.69 470.72 6.14 470.76 6.62 470.80 7.12 470.84 7.65 470.88 8.20 470.92 8.77 470.96 9.36 471.00 9.97 471.04 10.60 471.08 11.24 471.12 11.91 471.16 12.59 471.20 13.29 471.24 14.00 471.28 14.73 471.32 15.47 471.36 16.23 471.40 17.00 471.44 17.79 471.48 18.59 471.52 19.40 471.56 20.23 471.60 21.06 471.64 21.55 471.68 21.63 471.72 21.71 471.76 21.78 471.80 21.86 Post-Dev DA CaleS Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 56 Elevation Storage (feet) (acre-feet) 463.80 0.000 463.84 0.002 463.88 0.003 463.92 0.005 463.96 0.007 464.00 0.008 464.04 0.010 464.08 0.012 464.12 0.013 464.16 0.015 464.20 0.017 464.24 0.019 464.28 0.020 464.32 0.022 464.36 0.024 464.40 0.025 464.44 0.027 464.48 0.029 464.52 0.030 464.56 0.032 464.60 0.034 464.64 0.035 464.68 0.037 464.72 0.039 464.76 0.040 464.80 0.042 464.84 0.044 464.88 0.046 464.92 0.047 464.96 0.049 465.00 0.051 465.04 0.052 465.08 0.054 465.12 0.056 465.16 0.057 465.20 0.059 465.24 0.061 465.28 0.062 465.32 0.065 465.36 0.068 465.40 0.071 465.44 0.074 465.48 0.078 465.52 0.081 465.56 0.084 465.60 0.087 465.64 0.091 465.68 0.094 465.72 0.097 465.76 0.100 465.80 0.104 Stage -Area -Storage for Pond 1P: StormTech MC-3500 Elevation Storage (feet) (acre-feet) 465.84 0.107 465.88 0.110 465.92 0.113 465.96 0.117 466.00 0.120 466.04 0.123 466.08 0.126 466.12 0.129 466.16 0.133 466.20 0.136 466.24 0.139 466.28 0.142 466.32 0.145 466.36 0.148 466.40 0.152 466.44 0.155 466.48 0.158 466.52 0.161 466.56 0.164 466.60 0.167 466.64 0.170 466.68 0.173 466.72 0.176 466.76 0.179 466.80 0.182 466.84 0.185 466.88 0.188 466.92 0.191 466.96 0.194 467.00 0.197 467.04 0.200 467.08 0.203 467.12 0.206 467.16 0.208 467.20 0.211 467.24 0.214 467.28 0.217 467.32 0.220 467.36 0.223 467.40 0.225 467.44 0.228 467.48 0.231 467.52 0.234 467.56 0.237 467.60 0.239 467.64 0.242 467.68 0.245 467.72 0.247 467.76 0.250 467.80 0.253 467.84 0.255 Elevation Storage (feet) (acre-feet) 467.88 0.258 467.92 0.261 467.96 0.263 468.00 0.266 468.04 0.268 468.08 0.271 468.12 0.273 468.16 0.276 468.20 0.278 468.24 0.281 468.28 0.283 468.32 0.286 468.36 0.288 468.40 0.290 468.44 0.293 468.48 0.295 468.52 0.297 468.56 0.299 468.60 0.302 468.64 0.304 468.68 0.306 468.72 0.308 468.76 0.310 468.80 0.312 468.84 0.314 468.88 0.315 468.92 0.317 468.96 0.319 469.00 0.321 469.04 0.322 469.08 0.324 469.12 0.326 469.16 0.327 469.20 0.329 469.24 0.331 469.28 0.332 469.32 0.334 469.36 0.336 469.40 0.338 469.44 0.339 469.48 0.341 469.52 0.343 469.56 0.344 469.60 0.346 469.64 0.348 469.68 0.349 469.72 0.351 469.76 0.353 469.80 0.354 469.84 0.356 469.88 0.358 Elevation Storage (feet) (acre-feet) 469.92 0.359 469.96 0.361 470.00 0.363 470.04 0.365 470.08 0.366 470.12 0.368 470.16 0.370 470.20 0.371 470.24 0.373 470.28 0.375 470.32 0.376 470.36 0.378 470.40 0.380 470.44 0.381 470.48 0.383 470.52 0.385 470.56 0.386 470.60 0.388 470.64 0.390 470.68 0.392 470.72 0.393 470.76 0.395 470.80 0.397 470.84 0.398 470.88 0.400 470.92 0.402 470.96 0.403 471.00 0.405 471.04 0.407 471.08 0.408 471.12 0.410 471.16 0.412 471.20 0.413 471.24 0.415 471.28 0.417 471.32 0.418 471.36 0.420 471.40 0.422 471.44 0.424 471.48 0.425 471.52 0.427 471.56 0.429 471.60 0.430 471.64 0.432 471.68 0.434 471.72 0.435 471.76 0.437 471.80 0.439 Post-Dev DA Cates Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 57 Summary for Subcatchment 1S: Post Dev DA to MC-3500 Runoff = 21.67 cfs @ 11.95 hrs, Volume= 1.093 af, Depth= 7.37" Runoff by SCS TR-20 method, UH=SCS, Time Span-- 0.00-48.00 hrs, dt= 0.05 Ins Type H 24-hr 100-Year Rainfall=9.07" 1.188 98 Paved parking, HSG B * 0.591 61 >75% Grass cover, Good, HSG B 1.779 86 Weighted Average 0.591 33.22% Pervious Area 1.188 66.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev DA Cales Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 58 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 0.01 4.00 0.44 0.01 0.03 4.50 0.50 0.02 0.04 5.00 0.57 0.03 0.06 5.50 0.65 0.05 0.08 6.00 0.73 0.08 0.10 6.50 0.81 0.11 0.12 7.00 0.90 0.15 0.14 7.50 0.99 0.19 0.17 8.00 1.09 0.24 0.19 8.50 1.20 0.31 0.24 9.00 1.33 0.39 0.31 9.50 1.48 0.48 0.34 10.00 1.64 0.59 0.43 10.50 1.85 0.74 0.59 11.00 2.13 0.95 0.86 11.50 2.57 1.30 1.49 12.00 6.01 4.42 18.23 12.50 6.67 5.05 1.63 13.00 7.00 5.37 1.02 13.50 7.25 5.60 0.77 14.00 7.44 5.79 0.61 14.50 7.60 5.94 0.54 15.00 7.74 6.08 0.48 15.50 7.87 6.20 0.43 16.00 7.98 6.31 0.37 16.50 8.08 6.41 0.35 17.00 8.18 6.50 0.33 17.50 8.27 6.59 0.31 18.00 8.35 6.67 0.29 18.50 8.43 6.75 0.27 19.00 8.51 6.82 0.25 19.50 8.57 6.89 0.23 20.00 8.63 6.95 0.21 20.50 8.69 7.00 0.20 21.00 8.75 7.06 0.20 21.50 8.81 7.12 0.19 22.00 8.86 7.17 0.19 22.50 8.92 7.22 0.19 23.00 8.97 7.27 0.18 23.50 9.02 7.32 0.18 24.00 9.07 7.37 0.17 24.50 9.07 7.37 0.00 25.00 9.07 7.37 0.00 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 25.50 9.07 7.37 0.00 26.00 9.07 7.37 0.00 26.50 9.07 7.37 0.00 27.00 9.07 7.37 0.00 27.50 9.07 7.37 0.00 28.00 9.07 7.37 0.00 28.50 9.07 7.37 0.00 29.00 9.07 7.37 0.00 29.50 9.07 7.37 0.00 30.00 9.07 7.37 0.00 30.50 9.07 7.37 0.00 31.00 9.07 7.37 0.00 31.50 9.07 7.37 0.00 32.00 9.07 7.37 0.00 32.50 9.07 7.37 0.00 33.00 9.07 7.37 0.00 33.50 9.07 7.37 0.00 34.00 9.07 7.37 0.00 34.50 9.07 7.37 0.00 35.00 9.07 7.37 0.00 35.50 9.07 7.37 0.00 36.00 9.07 7.37 0.00 36.50 9.07 7.37 0.00 37.00 9.07 7.37 0.00 37.50 9.07 7.37 0.00 38.00 9.07 7.37 0.00 38.50 9.07 7.37 0.00 39.00 9.07 7.37 0.00 39.50 9.07 7.37 0.00 40.00 9.07 7.37 0.00 40.50 9.07 7.37 0.00 41.00 9.07 7.37 0.00 41.50 9.07 7.37 0.00 42.00 9.07 7.37 0.00 42.50 9.07 7.37 0.00 43.00 9.07 7.37 0.00 43.50 9.07 7.37 0.00 44.00 9.07 7.37 0.00 44.50 9.07 7.37 0.00 45.00 9.07 7.37 0.00 45.50 9.07 7.37 0.00 46.00 9.07 7.37 0.00 46.50 9.07 7.37 0.00 47.00 9.07 7.37 0.00 47.50 9.07 7.37 0.00 48.00 9.07 7.37 0.00 Post-Dev DA Cates Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 59 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-- 2.5 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= 467.09' @ 12.00 Ins Surf.Area= 168 sf Storage= 298 cf Plug -Flow detention time= 5.1 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 5.1 min ( 830.5 - 825.4 ) Volume Invert Avail.Storage Storage Description #1 464.15' 241 cf STONE STORAGE (Prismatic) Listed below (Recalc) 647 cf Overall - 44 cf Embedded = 603 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' 74 cf 18.0" D x 42.0'L Pipe Storage 359 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 464.15 168 0 0 468.00 168 647 647 Device Routing Invert Outlet Devices #1 Primary 464.15' 15.0" Round Culvert L= 44.0' Ke= 0.600 Inlet / Outlet Invert= 464.15' / 463.93' S= 0.0050 7 Cc= 0.900 n= 0.015 #2 Device 1 463.93' 3.0" 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=1.25 cfs @ 12.00 hrs HW=467.07' (Free Discharge) 1=Culvert (Passes 0.40 cfs of 7.87 cfs potential flow) 2=Orifice/Grate-(1-YR) (Orifice Controls 0.40 cfs @ 8.23 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Orifice/Grate(10-YR) (Orifice Controls 0.85 cfs @ 6.21 fps) Post-Dev DA Cates Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIIP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 60 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 2 464.18 0.00 10.00 0.01 5 464.21 0.01 11.00 0.03 9 464.25 0.03 12.00 1.26 298 467.09 1.26 13.00 0.08 16 464.31 0.08 14.00 0.05 12 464.28 0.05 15.00 0.04 10 464.27 0.04 16.00 0.03 9 464.25 0.03 17.00 0.03 8 464.24 0.03 18.00 0.02 8 464.24 0.02 19.00 0.02 7 464.23 0.02 20.00 0.02 7 464.23 0.02 21.00 0.02 7 464.23 0.02 22.00 0.02 6 464.23 0.02 23.00 0.01 6 464.22 0.01 24.00 0.01 6 464.22 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 to POA Type II24-hr 100-Year Rainfall=9.07" Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 61 Elevation Primary (feet) (Cfs) 464.15 0.00 464.17 0.00 464.19 0.00 464.21 0.01 464.23 0.02 464.25 0.03 464.27 0.04 464.29 0.06 464.31 0.08 464.33 0.10 464.35 0.11 464.37 0.11 464.39 0.12 464.41 0.12 464.43 0.13 464.45 0.13 464.47 0.13 464.49 0.14 464.51 0.14 464.53 0.15 464.55 0.15 464.57 0.15 464.59 0.16 464.61 0.16 464.63 0.16 464.65 0.17 464.67 0.17 464.69 0.17 464.71 0.18 464.73 0.18 464.75 0.18 464.77 0.19 464.79 0.19 464.81 0.19 464.83 0.19 464.85 0.20 464.87 0.20 464.89 0.20 464.91 0.21 464.93 0.21 464.95 0.21 464.97 0.21 464.99 0.22 465.01 0.22 465.03 0.22 465.05 0.22 465.07 0.23 465.09 0.23 465.11 0.23 465.13 0.23 465.15 0.24 Stage -Discharge for Pond 2P: StormTech SC-310 Elevation Primary (feet) (Cfs) 465.17 0.24 465.19 0.24 465.21 0.24 465.23 0.25 465.25 0.25 465.27 0.26 465.29 0.27 465.31 0.29 465.33 0.30 465.35 0.32 465.37 0.33 465.39 0.35 465.41 0.37 465.43 0.39 465.45 0.41 465.47 0.44 465.49 0.46 465.51 0.48 465.53 0.50 465.55 0.53 465.57 0.55 465.59 0.57 465.61 0.58 465.63 0.60 465.65 0.61 465.67 0.63 465.69 0.64 465.71 0.66 465.73 0.67 465.75 0.68 465.77 0.70 465.79 0.71 465.81 0.72 465.83 0.73 465.85 0.74 465.87 0.76 465.89 0.77 465.91 0.78 465.93 0.79 465.95 0.80 465.97 0.81 465.99 0.82 466.01 0.83 466.03 0.84 466.05 0.85 466.07 0.86 466.09 0.87 466.11 0.88 466.13 0.89 466.15 0.90 466.17 0.91 Elevation Primary (feet) (Cfs) 466.19 0.92 466.21 0.93 466.23 0.94 466.25 0.94 466.27 0.95 466.29 0.96 466.31 0.97 466.33 0.98 466.35 0.99 466.37 1.00 466.39 1.00 466.41 1.01 466.43 1.02 466.45 1.03 466.47 1.04 466.49 1.04 466.51 1.05 466.53 1.06 466.55 1.07 466.57 1.08 466.59 1.08 466.61 1.09 466.63 1.10 466.65 1.11 466.67 1.11 466.69 1.12 466.71 1.13 466.73 1.13 466.75 1.14 466.77 1.15 466.79 1.16 466.81 1.16 466.83 1.17 466.85 1.18 466.87 1.18 466.89 1.19 466.91 1.20 466.93 1.20 466.95 1.21 466.97 1.22 466.99 1.22 467.01 1.23 467.03 1.24 467.05 1.24 467.07 1.25 467.09 1.26 467.11 1.26 467.13 1.27 467.15 1.28 467.17 1.28 467.19 1.29 Elevation Primary (feet) (Cfs) 467.21 1.29 467.23 1.30 467.25 1.31 467.27 1.31 467.29 1.32 467.31 1.33 467.33 1.33 467.35 1.34 467.37 1.34 467.39 1.35 467.41 1.36 467.43 1.36 467.45 1.37 467.47 1.37 467.49 1.38 467.51 1.39 467.53 1.39 467.55 1.40 467.57 1.40 467.59 1.41 467.61 1.41 467.63 1.42 467.65 1.43 467.67 1.43 467.69 1.44 467.71 1.44 467.73 1.45 467.75 1.45 467.77 1.46 467.79 1.46 467.81 1.48 467.83 1.54 467.85 1.63 467.87 1.73 467.89 1.84 467.91 1.97 467.93 2.11 467.95 2.27 467.97 2.43 467.99 2.60 Post-Dev DA Cates Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 62 Elevation Storage (feet) (cubic -feet) 464.15 0 464.17 2 464.19 3 464.21 5 464.23 7 464.25 9 464.27 11 464.29 13 464.31 15 464.33 17 464.35 19 464.37 22 464.39 24 464.41 26 464.43 28 464.45 31 464.47 33 464.49 35 464.51 38 464.53 40 464.55 43 464.57 45 464.59 48 464.61 50 464.63 53 464.65 55 464.67 58 464.69 60 464.71 63 464.73 65 464.75 68 464.77 71 464.79 73 464.81 76 464.83 78 464.85 81 464.87 84 464.89 86 464.91 89 464.93 91 464.95 94 464.97 97 464.99 99 465.01 102 465.03 104 465.05 107 465.07 110 465.09 112 465.11 115 465.13 117 465.15 120 Stage -Area -Storage for Pond 2P: StormTech SC-310 Elevation Storage (feet) (cubic -feet) 465.17 122 465.19 125 465.21 127 465.23 130 465.25 132 465.27 135 465.29 137 465.31 140 465.33 142 465.35 144 465.37 147 465.39 149 465.41 151 465.43 153 465.45 156 465.47 158 465.49 160 465.51 162 465.53 164 465.55 166 465.57 168 465.59 170 465.61 172 465.63 173 465.65 175 465.67 177 465.69 179 465.71 181 465.73 183 465.75 185 465.77 187 465.79 189 465.81 191 465.83 193 465.85 195 465.87 196 465.89 198 465.91 200 465.93 202 465.95 204 465.97 206 465.99 208 466.01 210 466.03 212 466.05 214 466.07 216 466.09 217 466.11 219 466.13 221 466.15 223 466.17 225 Elevation Storage (feet) (cubic -feet) 466.19 227 466.21 229 466.23 230 466.25 232 466.27 234 466.29 236 466.31 238 466.33 239 466.35 241 466.37 243 466.39 245 466.41 247 466.43 248 466.45 250 466.47 252 466.49 254 466.51 255 466.53 257 466.55 259 466.57 260 466.59 262 466.61 264 466.63 265 466.65 267 466.67 268 466.69 270 466.71 272 466.73 273 466.75 275 466.77 276 466.79 278 466.81 279 466.83 281 466.85 282 466.87 283 466.89 285 466.91 286 466.93 288 466.95 289 466.97 290 466.99 292 467.01 293 467.03 294 467.05 296 467.07 297 467.09 298 467.11 300 467.13 301 467.15 302 467.17 304 467.19 305 Elevation Storage (feet) (cubic -feet) 467.21 306 467.23 308 467.25 309 467.27 310 467.29 312 467.31 313 467.33 314 467.35 316 467.37 317 467.39 318 467.41 320 467.43 321 467.45 323 467.47 324 467.49 325 467.51 327 467.53 328 467.55 329 467.57 331 467.59 332 467.61 333 467.63 335 467.65 336 467.67 337 467.69 339 467.71 340 467.73 341 467.75 343 467.77 344 467.79 345 467.81 347 467.83 348 467.85 349 467.87 351 467.89 352 467.91 353 467.93 355 467.95 356 467.97 357 467.99 359 Post-Dev DA Calcs Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Paee 63 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 Post-Dev DA Ca1cs Post Dev DA to POA Type II24-hr 100-Year Rainfall=9.07 Prepared by SHIMP ENGINEERING, P.C. Printed 4/29/2021 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paee 64 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,,,,m<I.F.*(Qercd loped*RVr' D-n k MYRV&-[. d Q&e :5 (Qr :gym*RV,.re: )/RVde.el I.F. 10.81 0.64 0.051 Max Q&1d,M = 0.14 cfs 0.192 SITE AREA: Qpred Iopm aC = RVp ,. pm = RVoe�,a = Not Achieved Post-Dev Max Runoff 01= 0.28 cfs. Site complies with 9VAC25-870-66- 3 A Maximum Qloyr = 3.32 cfs (predev) Achieved Qloyr = 2.44 cfs LF: 1 0.8 FOR LDA > 1 AC LF: 1 0.9 FOR LDA < 1 AC LDA= AC Predev Flowrates Storm I Cf$ Postdev Plowrates Storm Cfs I-Yr 0.28 10-yr 2.44 Flow Reduction Check Energy Balance Equation Compliance: Not Achieved 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: 04-23-2021 LEGEND 999 Rio Road ® POST DEV IMPERVIOUS Inlets DraaaW TO STORMTECH MC-3500 Irape Noaac ❑ NO HATCH IS TURF AREA Pervious c — — INLET DRAINAGE AREA FLOW DIRECTION J n 93 T 1 B 5* / n / _ / I K 1 I y6 W 5002 SMWEYMNPERING, P.C. ENGLYEERING-IANOPlAANGYG-FRiNUMANAGEMENT (434) 227-5140 Str. Total Turf Area Str. Total Turf Area Str. Total Turf Area Type Iny. (8) C Str. Type f�- (� C Type luy- (R) C No. Area (ft) (it) (ar) No. Area (it) (it) (.0Str. No. Area (it) (it) (ar) X-313 AO 9,406 9,406 0 0.90 0.22 DI -A El 16,144 13,838 2,306 0.81 0.37 YARDDRAIN 21 3,445 1,662 1,783 0.59 0.08 AIA 6,982 788 6,194 0.37 0.16 36"MH-1 CI 0 0.00 0.00 YARD DRAIN D2 2,867 L532 1T1 HE 0.07 H A2 16,534 I2,442 4,092 0.75 0.38 DI-3B C2A 5,847 4,252 1,595 0.74 0.13 YARD DRAIN ID3 1 4,392 1 1,562 1 2,830 1 0.51 1 0.10 W -1 A3 0 0.00 0.00 MH-1 C2 0 0.00 0.00 YARD DRAIN D4 3,180 1,062 2,119 0.50 0.07 7i-1 BI 0 0.00 0.00 MH-1 C3 0 0.00 1 0.00 88 %/. P IN FrApArlir Ape�rorA III' WIN 'A 1002 PAP woo I ww" I I Wt 7 ? 999 Rio Road Inlets Drainage Area MAp REVISION DATE: 04-29-2021 p" ON !PAPA! --- — --- _ II .nl • • 30 a Scale: • I / A / / / / 999 Rio Road Inlets Drainage Area Summary Impervious C 10.9 Pervious C 1 10.3 Str. Type YP Str. No. Total Area (ft) Imft Turf p' (� (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 DI-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 DI-313 B2 2,708 2,620 88 0.88 0.06 DI -A El 16,144 13,838 2,306 0.81 0.37 36" MH-1 C1 0 0.00 0.00 DI-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 12,935 10,386 0.63 0.54 YARD DRAIN D1 3,445 1,662 1,783 0.59 0.08 YARD DRAIN D2 2,867 1,532 1,335 0.62 0.07 YARD DRAIN D3 4,392 1,562 2,830 0.51 0.10 YARD DRAIN ID4 1 3,180 1,062 2,119 0.50 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 1.36 0.00 1.36 0.015 0.02 0.02 0.12 0.5 0.24 7.90 6.5 220 0.00 2.20 0.19 0.5 0.34 10.23 DI YARD DRAIN 1 0.09 0.59 0.05 4.0 0.19 0.00 0.19 O.OIS 0.05 0.02 0.00 0.08 0.5 0.15 432 6.5 0.30 0.00 0.30 0.10 0.5 0.20 5.68 D2 YARD DRAIN 1 0.09 0.62 0.04 4.0 0.16 0.00 0.16 0.015 OA5 0.02 0.00 OA7 0.5 0.14 3.91 6.5 0.27 0.00 0.27 0.10 0.5 0.19 5.32 D3 YARD DRAIN 1 0.10 0.51 0.05 4.0 0.21 0.00 0.21 0.015 OA5 0.02 0.00 0.08 0.5 0.15 458 6.5 0.34 0.00 0.34 0.11 0.5 0.21 6.13 D4 YARD DRAW 1 0.09 0.50 0.04 4.0 0.15 0.00 0.15 0.015 OA5 0.02 0.00 OA7 0.5 0.13 3.16 6.5 0.24 0.00 0.24 0.09 0.5 0.18 4.96 999 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 55 Urban Hydrology for Small Watersheds Exhibit 4-II Unit peal discharge (q) for NRCS (SCS) type ll rainfall distribution iuut qu=900 800 600 500 400 E 100 80 60 50 .1 JJJ- �JJJJJJJJJ�J�JJJJJJJJ�JJJJ_JJJ: JJ— ��JJJJJJ�J�J ��JJ_JJJJ��JJ— JJ— — ��JJJJJJJJ�J ��JJ_JJJJ��JJ— JJJ_ �JI�IJIJIJIJJJJJJJ ���J_JJJJ�JJJ— _JJJ_ JJ_ I I JJJ I I I I ..III I � � � Jr J ���II�II �J I�II��� JII JIJIIJIIJII _ 0a JJ _ _ JJ—J�JJJJJJ— JJJJ_ JJJJ _ � t.ql, J �—JJJJ��JJ— JJJJ_ JJJJJJ_JJJJJJ JJJ —J JJJJJ— JJJJ_ JJJJJ— JJJJJJJJ JJ J JJJJ— JJJJ_ �I�JJ— ���JJJJJJ J J JJJ— JJJJ_ JJ__��JJJJJJ_JJ_ JJJ— JJJJ_ �JJ__JJJJJJJJJJJJ � JJ— JJJJ_ I I I I J JJIJIJI_ JJJJ_ I I IIII J- I I I I I LL J_. JJJJJJJJJJJJ I I I I L-]±mil I JJJJ_ I I JJJ-JJJ— I I J � _ J—JJ I JIJI--JIJIJIJIJIJIJJJJIJJ �IJI JI JIJIJJ _ JJIJIJI_ IJIJIJI ���JJ—�JJJJJJJJJJJ ���JJJJ�� _ .2 NOTES: Ia VALUE OBTAINED FROM TABLE 4.1 la Tirme of concentration (T,), (hours) VALUES FOR RUNOFF CURVE NUMBERS __ 4574 ft^3 (CURVE NUMBER USED =85 BASED ON THE Qa 1.85 ac * 43,560 sf POST DEVELOPMENT AREA GOING TO 2 4 6 8 10 STORMTECH MC-3500) ( TvBMP Based on VRRM Spreadsheet) P = IINCH (1 INCH STORM FOR VIRGINIA) Qa = 0.057 ft = 0.684 inch Tc=5 MINUTES 1.85 ac = 0.00289 miles IA 0.353 INCH, CN = 85, P = 1 INCH Ia inch = 0.353 inch = 0.353 P inch 1 inch FROM TABLE 4-II, qa =900 in cs hh Qa-- TvBMPBMP Drainage Area 900 cfs Qu_ mi^2 * inches gpTv= qu * A * Qa gpTv — 900 cfs : 0.00289 mil * 0.684 mi 2 mches inches = 1.78 cfs 16,736 ft^3 Qa__ 1.85 ac * 43,560 sf (TvBMP Based on ADS Information Qa = 0.21 ft = 2.49 inch 1.85 ac = 0.00289 miles _ 900 cfs Qu mi^2 *inches gpTv= qu * A * Qa gpTv — 900 cfs : 0.00289 mil mi 2 mches 2.49 inches = 6.48 cfs Maximum 6.48 cfs > 1.78 cfs 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 L 00-�00 v-- V MANAGED TURF rDMITS OF A 1.BBAC Q I DISNRBANCE . `.i W I AREA 2.24 AC W W ...... W. W W W W W W W LL W LL 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 Y Y 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 . Ci2 W W W W a . W W W W W W . W W W FESTXPENSPACE W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W=O.WAC ♦ ♦ ♦ ♦ W ♦ ♦ ♦ W W W W W ♦ ♦ W W W W W ♦ ♦ W W W W ♦ ♦ ♦ W W W W ♦ ♦ ♦ IMP:r A=OQ3AC. ♦ ♦ ♦ ♦ + W W W ♦ ♦ ♦ W .✓ W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W M1 W W Y W W W W W W W W W W W W W W W W W W W W W M1 W W W W W W M1 W W W W W W M1 W W W W W W M1 W W W W W W M1 M1 W W W W W W W W Y . W W W W Y Y . W W W W W W W W Y W W W W W W Y W 1 W W W W Y . . W W W W Y M1 W W Y 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 1 W W W W W W 1 W W W W W W W W W W W W W W W W W W W W 1 W W W W W ry W W W W W W W W W W W W W M1 ry W W W W W W W W M1 ry M Y W W W . W W Y W W W . W W W W W W M1 W W Y 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 M1 W W W W W W W W W W W W W W W W W W W W 1 M1 W W W W W M1 W W W W W W M1 W W W W W W M1 W W W W W W M1 W W Y Y W W W W W W Y Y M1 W W W W Y Y M1 W W W W Y Y Y W W W W W Y M1 W W W W W Y W 1 W W W W Y M1 1 W W W W Y M1 1 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 1 W W Y Y W W 1 W W W TAP 61-1B4B 1 W W W Y W W 1 W W W W W W 1 W W Y Y W W W W N W W W N W N W W W W. W W W N W M . W W N Y W N W M . W W W W Y W M W N Y W W W N Y W M WIVCUM L*VENIFURESyLL-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 . Y W W . . W Y Y W W M1 M1 W W ry W W W 4�05 E1 G 2++, W M1 M1 W Y Y W W ry M1 W Y Y W W M1 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W -20N& N&GHBARHOOD ,MODEL D�SFRICT W W W W p� W W W W W W W W W W W W W. W. f. W W W W W W W W. +U SEW �N6LE `E' W AQ �`�.IDFN. . W W... W W W W... . W W W W W.. W W W W W W. W W1.998 AG W.. W W W W W... W W W W 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 W W W W W W W W W W W W W W W W W W W W W W W W W W W N W W W W W W W W W W W W W W W W W W W W W W W 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 M1 W +' W W W W ry M1 M M1 M M W W M1 ry M W W W W M1 ry W Y W W W M1 M1 W ry Y W W M1 ry W Y W W W M1 ry W W W W W W W W W W W W W W W W W W W W W W W 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' W W W W W W W W W M1 M1 W Y W W W M1 W Y W W W M1 W W W W W W W W W W W W W M1 W W W W W W M1 W W W. . W. W W W W W W W W W. W. W. W W W W W W W W W W W.W. W W W W W W W. W. f. W W W W W W W W W W W. f. W. W W W W W W W W W. W. W. W W W W W W W. W. W. W. W W W S W W W W W W W W W W� W W W W W W W � W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W M1 W W W W W W M1 ry ♦ M W W ♦ ry M W W ry M1 M M W W M1 M1 W W W W W M1 ry W Y W W W W ry M M W W W M1 ry M M W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W Y W W W M1 M1 W Y Y W W W W W Y Y W W W W W W M1 W W W W W W M1 W W Y Y W W M1 W W W M1 W W W W W W W M1 W M1 W M1 W W W W W W W W M1 W M1 W M1 W Y W Y W W W W W M1 W M1 W M1 W W W W W W W W W M1� Y Y W W W W W M1 W M1 W M1 W M1 W Y W W W W W M1 W M1 W M1 W Y W Y W W W W W M1� M1 W M1 W M1� W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 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 ry W +' W W W ry M1 M W W . . W W . ry M W W W W Y Y W ry M1 W Y W ry M1 M M W M1 W W Y W W W W W W Y Y W W W W W * Y W W W W W Y Y W W . . W Y Y W W M1 W W Y Y W W M1 W W Y W W W W W W W W W 'Y Y 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 Y W W W W W W W W W N W. W Y W W W W W N W N W N W M W M W W W W W N W N W N W� 7j%-7 7j%-7 7j%-7 7j%-7 v- TMP 62F—E2 COUNTY OF ALBEMARLE or DB 4830 PG 20 0.187 AC SMWENNNEERING, P.C. ENfi6YE AW6.L9NOPlA ANG-PRiM(T MANAGEMENT (434) 227-5140 999 Rio Road PRE DEVELOPMENT VRRM MAP REVISION DATE: 04-29-2021 c 0 0 0 m LEGEND ® POST DEV IMPERVIOUS TO STORMTECH MC-3500 POST DEV TURF TO STORMTECH MC-3500 BELVEDERE BLVD. VARIABLE WIDTH R/W DB 3772 PG 366 rr y r yr r r Y y FF Y N Y y r 2 Yr YYr Yy Y r Y r Y r Y r r y r Y Yy r YYr r _ YY YY yrY YY Yr YYY VrY YY Y"r YY YY rY Y+' SMWENGIHERING, P.C. ENfi6YE6RING-TANOPlA ANG-PRiNUMANAGEMENT c.ao 227-5140 LIMITS OF DIS R AREA = 2.24 AC / "go + /*�— Y IMP. A=1.33AC / /� /BANCE y s� 0000 MANAGED TURF '�� A=0.91 AC � r Y Y r r y Yr Y rY y r r r " y y y y X " XY XY y " r y Y ry r rr Y r yr r rY y r r Yy r r rY xr r y w Yr y y� yY YYY rY r� X r Y Xr y Y JJ y `Xr—Xy—Xrf rr y Y rr r Y Y r rY r r rr Y Yyr r Y +' r Yr Y yY Y r r y rr rY r / r /fir � y ryY r Yry y Y yYr YY ry " yr YYy rr YY Yy " r yry r r yry rry Y r rY rY YY " rYY ry r r yr rr r r " y y r r r r Y r 16.,�a+�>. Ir r ss��ls 'i�f���Jk Yis�r"rr yy r�,tr y r r Y Y r Y Y r Pos- . DL419ryrvo RunajJ ReEu[M1on Metlw]Re-0evelopn1enLCMgl4PR5pe4 E11 BMP Stvmdnrs and 5p—ifiertbna D'a013Drat BMPstandamaand Spectrul— Pralert Name 999 Rio Road _. _. Date. 4/II/ID30 Linear Development Proien> No Me Information '.. lost -Development Project (Treatment Volume and Loads) _.. Enter Total Disturbed Area (mores) i 230 wmygm Se— 1-1-uneiawme Ima4am,are ataareennlaercxr ��a�n.�bza,vaemwr weamamae rnpmra vas laeepe 132 r 0 n. rrelnrinnta not Lon, .ea- vanna List Ixmnl o.wrs on"' males*Irume otEos no,Po.aNpmenenl eadvawme yob 4au nauamvarrou s,iai T law. reml� Port we-RgmTV bed noel Met in0.91 rrelopnem m lead 3.30 Irb/wl emaenaeieun«i pe•are nsT on 1eoITR Yamemlezn tat wa nen,l Inetiey-Wyr. n.e e,.e.--.w. ime.m..—a.e coAn areas alm4ua. PmtArOmebpnan Corer Cre—)a n.m wapas o.m . r—aarroO mt nwpeiutcwn lavcl List wapmd d(twtl o.vl %mmyea Tun W% m.., rmremam 'Maas) x.a "Vennvtvp x.n %ImmvbvArea vM u l wlb 035 Treatment Volume and Nutrient Load D-N-7 Iw¢Melepnem New uryervlam xevrmanwucvan la�l t.>o avrynamnul 0.95 Hovinot ' mb.daederban nlnw nme mquiretltor 0.1R "uirW.m 1.93 Redealepvd Area Irbryrl Ilb/vrl iP Load Reduction Required Irb/yrl 1 3.33 Nitro en Loads (Informational Purposes Only) prcuoaepnimeTx Lord sts IRau en auemwTlmpwbal 231R Iw¢Melepnem New uryervlam xevrmanwucvan la�l t.>o avrynamnul 0.95 Hovinot ' mb.daederban nlnw nme mquiretltor 0.1R "uirW.m 1.93 Redealepvd Area Irbryrl Ilb/vrl iP Load Reduction Required Irb/yrl 1 3.33 Nitro en Loads (Informational Purposes Only) prcuoaepnimeTx Lord sts IRau en auemwTlmpwbal 231R Drainage Area v Reon._._a.=mw_npann— Oninatt/oea A LIVI Ww laved M EYE RED DER %tnrmusafar RI Manavwmwnt Pmr-fl—IRR a Runnff Rndurtinnl ToUl PRospbrvsAnilablebSR¢moral in DA. AIIb/ysi P. Pon Onalopmemna TI Voloma in DA A ln'1 <.5]< Runoff Kmawl., Wparviooe Volume.. Rom Remaining INAIBMP PhoNH— PAID labs baE Unana. NM1ONA Remainiry Pmai[e RBI ONitArea Cone .. Ilpnream s R INNYWHume TmaI Remo Val Troml, a. Phnalmrt:L.Rd FA.-Nd y Phn,FM—Wad Ge (M A—) An D—) Pnstire(I PetlottimlRl Fei VoWmelnsl EflieienryM P.LHIAsllbl to Pnttinllb) Praetiallbl llb) a. aaDpeeap ILY,aandannl.learl o. TIITAL IMPERWCLB DVERTREME01a[I BO] AREAOIEIX:ON. TOTAIMANAGEDTIIRFAREATREATE01a[I B.O] AREAOIEIX:ON. TOTAIRIINOFFRED CLONINDAAHLO) D TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. ANE/yrl 3 B] TOTAL PHOSPHORUS REMOVE D WIN RUNOFF REDUCTION PRACTICE IN D.A. ANb/yrl B.W TOTAL PHOSPHORUS RE AIMM NG AMR APPLY I N G RUNOFF ACOURIOR PRATTLES IN D.AA Nb/yrl 2B] SEE WA TER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED DO IM AREAOIEIX: ON. TOTAL MANAGED TURF AREA TREATED (at) OCR AREA CH OR: ON. TOTALPNOEPNORUS REMOVAL REQUIRED ON SITE Nb/yti 2L2 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A0VI 3 R] TOTAL PHOSPHORUS REMOVED WITHOUT RONOff REDUCTION PMCIIRSIN O.A. AN b/yti LLS iOTALPNOEPXORUS REMOVED WITI RUNOff REDUCTION PRALTREIN O.A. ANb/yti 00] TMALMN PNORUSLOADREDUCTIONAOIIWEDIND.AAIIb/ytl LLS TOTALPHOSPNORUSREMAININGARERAPMYING BMP LOADREWCLONS IN D.A. ANb/yti L]3 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS X—IN REMOVEDWUN RUNOFF REDUCTION PRACTICES IND.A AIIb/yrl DW NRROGENREMMEDWITI RUNOFFREWRIONPRACTICESIND.A.AIIb/yti OW TOTALNITROGENREMOVEDIND.AANb/yti OW Site Results (Water Quality Compliance) Area Checks O.A A O.A B O.A. C O.A. O DA. E AREA CHECK FOREST/OVEN SPACE (a<) 0.00 0.00 O.W 0.00 0.DO OR. IMVERVpl6 COVER Ia[ 110 0.00 O.M 0.00 0.00 OR. IMPERVIOUS COVER TREATED Ia[ 110 0.m 0.00 0.00 0.00 OR. MANAGED TURF AREA (aa) O_ 0.m 0.00 0.00 0.00 OR. MANAGED TURF AREA TREATED IaQ O. 0.00 0.00 0.00 0.00 OR. ARFACHECK OK. OR. OF. OR. OK. Site Treatment Volume (fe) 5,2.1 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 (ft3) 0 0 0 0 0 0 TP LOADAVAIIABM FOR REMOVAL Qb/yr 2.87 0.00 O.DO 0.DO O.m 2.87 TP MAD REDUCMONACHIEVEO IIb/yr 1.15 0.000.m 0.00 am 1.15 TP MAD REMAINING (Ib/yr) 1.73 0.000.m 0.m am 1.73 NITROGEN LOAD REDUCTION ACHIEVED IIb/yr 0.00 0.00 O.m O.m O.m 0.00 Total Phosphorus FINAL POST-0 VELOPMENTTP LOAD IIb/yr)M15 TP LOAD REDUCTION REQUIRED IIb/yrlTPLOADREDUCMONACHIEVEO (Ib/yrTP LOAD REMAINING (Ib/yr): REMAINING TP LOAD REDUCTION REQUIRED IIb/yr): 0.97 Total Nitrogen (For Information Purposes) POST-OEVELOPMEm LOAD hb/yr) 23.58 NITROGEN LOAD REDUCTION ACNIEVEO IIb. O.m REMAINING POST-0 VELOPMENT NnnOGEN LOAD IIb/yrl 23.58 omx,zmuw.aruewuenra.mwwo..�ePm.wmmpl.�mw,e.l,.x .vn�"��.H'°""•":®"x..w.w.. px.waPasP.aFina.mwr aaawanxaasPam Sitesummary P,gxn naaaa SMivad u a amery I CAR Site iv ana Una foyer Nubia a lava[ Site Compliance Summary xw:w Drainage Area Summary ses Drainage Area Compliance Summary Drainage AnsaAsummary Uaa raagrsawwaw a.PSeIWioin se 11 RIM Lm Runoff Volume and CR Calculations Runoff Volume and CR Calculations zyx. as rpym.w.a rx:cewraar eanlM wawaa wa Mn A way.- m wawa wlM nryer:ewnperbl aI�W ww1wN w,gaw x'rmr:eur:Parb1 Sun aI�W M+N w,gaw aI�W w,quw Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Albemarle County, Virginia January 8. 2021 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 3 M1 R 722530 Custom Soil Resource Report Soil Map M1 rr � tJ � ( L 38°T47N —I - 72T530 722Mq 722990 T4'�1 'lllf$ 3 P Map Sde: 1:1,180 (prkftd m A pD ba►(8.5' x 11") died: Meds N 0 15 30 60 9D AFeA D W ,OD 300 300 Map projelm: Web Maomr Cm wwdreb�:WGS84 E*pbd :UTMZme17NWGS84 9 MAPLEGEND Area of Interest (AOQ O Area of Interest (AOI) Solis Soil Map Unit Polygons N Soil Map Unit Lines Soil Map Unit Points Special Point Features V Blowout ® Borrow Pit Clay Spot O Closed Depression Gravel Pit Gravelly Spot O Landfill A. Lava Flow Marsh or swamp Mine or Quarry O Miscellaneous Water O Perennial Water y Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot Q Sinkhole Slide or Slip J, Sodic Spot Custom Soil Resource Report MAP INFORMATION g Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. o Stony Spot W Very Stony Spot Warning: Soil Map may not be valid at this scale. wet Spot Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil Special Line Features line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed Water Features scale. Streams and Canals Transportation Please rely on the bar scale on each map sheet for map �..ry Rails measurements. N Interstate Highways Source of Map: Natural Resources Conservation Service ti US Routes Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Major Roads Local Roads Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts Background distance and area. A projection that preserves area, such as the . Aerial Photography Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 14, Jun 3, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 21 B Culpeper fine sandy loam, 2 to 7 percent slopes 3.4 100.0% Totals for Area of Interest 3.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic Gass. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncentrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. W Custom Soil Resource Report Albemarle County, Virginia 21 B—Culpeper fine sandy loam, 2 to 7 percent slopes Map Unit Setting National map unit symbol: kb8k Elevation: 390 to 1,050 feet Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost -free period: 195 to 231 days Farmland classification: All areas are prime farmland Map Unit Composition Culpeper and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Culpeper Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex Parent material: Residuum weathered from meta-arkosic sandstone and quartzite Typical profile H1 - 0 to 8 inches: fine sandy loam H2 - 8 to 30 inches: clay H3 - 30 to 37 inches: sandy clay loam H4 - 37 to 45 inches: fine sandy loam H5 - 45 to 50 inches: bedrock H6 - 50 to 79 inches: bedrock Properties and qualities Slope: 2 to 7 percent Depth to restrictive feature: 40 to 79 inches to lithic bedrock; 40 to 79 inches to paralithic bedrock Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No 13 12/3/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA*`r Latitude: 38.064', Longitude:-78.4626o Elevation: 471.96 ft** 'source: ESRI Maps iA -" source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta. and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)+ Average recurrence interval (years) Duretion + z s +o zs so 1 100 oo zoo soo +000 Sarlin (0.3118-0391) (0.3779-0.466) (0.444-0.546) (04 98- 613) (0.558- 688) (0.6040 48) (0.65--0804) (0.6840857) (0.728-0924) (07 62-0.980) 011-08 139 +o-min08 (0.5080625) (0.606-0?5) (0. 74) (00980) 7 98 8 90- (01510) (0.962-11.19) (1.03128) (1.08L36) (1. 5-3L5) (1.20-1. 54) +s-min (0.6350782) (0.7620938) (0. 99---1.11) (1.017L24) (1.3-21.39) (1.22-3L51) (1.30-1761) (1.37--11671) (1. 5-6L84) (1.511594) 3o-min (0.870 07) (1.06-1.30) (1.284.57) (1.48L80) (1.672706) (1.842.27) (1.99-� 7) (2: 3-2.67) (2.31 2.93) (2.44-3.14) 6o-minIF (1.09-21034) (1.32-11..63) (1.642? 01) (1.90-2.34) (2.22-2.74) (24 93.08) (2.743941) (2.993.74) (3.31420) (3.564.3) 2-hr (1.27-11..65) (1.54 2600) (1.93 2050) (2.27 2893) (2. 9 3848) (3.03-3.95) (3.38 4.42) (37 44.92) (4.295.62) (4.616.23) 2.82 S-hr (1.39--11..82) (1.68 2z20) (2. 0�76) (2.483.22) (2.9233.84) (32 94.35) (3. 8 4988) (4.075845) (4.59 6 23) (5.0266.90) 6-hr (1. 9-02.29) (2. 5--2..76) (2.66 33a3) (3.124A3) (3.3 4884) (42 5-5.54) (a. 8 628) (53 37..09) (6. 0 825) (67 89.27) 4.51 BLU +2-hr (2.24--62..90) (2. 0 3550) (3.35426) (39 5-5.15) (4.77 624) (5.47-3722) (6. 0 828) (6.999.44) (8. 2811.2) (9. 17 2.8) 24-hr F2A (2. 23?40) (3.294611) (4. 95825) (49 36.19) (6.027958) (6.938.77) (7.92-010.1) (8.98- 1.5) (10.5- 3.7) (11.8-15.6) 3 2-day (3. 03799) (3. 84283) (4. 3--r�6.14) (57 8721) (6.988775) (7.9810.0) (9.02-11.5) (10.1- 3.0) (117315.3) (13.1-1 3) 6. 3-day (3. 5421) (4. 8---5.10) (5. 0648) (6.21--67760) (7. 0923) (8.57-610.6) (9.69-2.1) 1 (10.9-3.7) 1 (12.6-16.1) 1 (14.08.1) 4-day (3. 94343) (4A73837) (5.676081) (6.64- .99) (a. 39.70) (9.17--121.1) (10.4-12.7) (117-14.4) (135-116.9) 1 (15.0-19.0) 7-day (4.30-5.11) (5. 86.16) (6.5-07.70) (7.51 8.96) (8.3-610.8) (102- 2.3) (11A 13.9) 1 (12.815.7) 1 (14.6- 8.2) 1 (162- 0.4) IF 10 dey (4. 0575) (5. 9690) (7.268752) (8.389.83) (9.898.7) (11.1213.2) (124--14.8) (1377--16.5) 1 (15.6- 9.0) 1 (170-21.0) 20aay (6. 3--747) (7. 98291) (9.39- 0.8) (10.8 2.2) (123--14.2) (13.815.7) (14?9-17.3) 1 (16.3-19.0) 1 (18.0-21.3) 1 (19.4- 3.1) 30-0ay (8.05-9.11) (9.5410.8) (11312.8) (12.814.3) (143�6.2) (15.5-167.7) (16.8- 9.2) (18.0-0.6) (195�22.6) I (20.824.0) 8A -IF 45-0ey (10.1---1.3) (11.9-3.4) (13.9-15.6) (15.4-17.3) (iZ3- 9.5) (187-21.1) (20.022.6) (212-24.2) (22�6.2) (24.0-27.7) 60-0ay (11.9-13.2) (14.0- 5.6) (16.1- 8.0) (1 -7---19.7) (192T22.0) (212� 3.7) (22�5.3) (23.926.9) (25?5-3.9) (262& 0.4) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration sedes (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA AOas 14 document for more information. Back to Top hftps://hdsc.nws.noaa.govlhdsc/pfds/pfds_Printpage.html?lat=38.0640&Ion=-78.4626&data=depth&units=english&series=pds 1/4