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HomeMy WebLinkAboutWPO201800044 Calculations 2022-01-28SHIMP ENGINEERING, P.C. Design Focused Engineering H nA W January 27, 2022 0 H John Anderson, PE U JU M. , MP Y County of Albemarle .ic. o. 183 Department of Community Development 6 1 r2'7lZq� 401 Mchrtire Road, North Wing O Charlottesville, Virginia 22902 rSfONgL Regarding: ABC Block 1 Mass Grading -Major Amendment For Multifamily WP02018-00044 Major Amendment #2 Dear John, Enclosed is the stormwater calculation packet for the ABC Block 1 Mass Grading - Major Amendment For Multifamily. This packet demonstrates the compliance with Albemarle County and Commonwealth of Virginia water quantity and quality regulations. Stormwater Management Design Summary To comply with applicable regulations, all onsite runoff is analyzed at three points of analysis (POA) as shown in the map below. NATURAL NATURAL CHANNEL' .CHANNEL VVV / y POA 1 DRAINS TO POA 2 _------- POA 3 DRAINS /-r THRU EX. PIPE P�R 1 j TO NATURAL CHANNEL d— i / yc 90 BROOKDALE ARTS. DETENTION POND ¢� (MANMADE CHANNEL) G� ONSITE l SCALE:1"=300' The strategy is to manage the majority of site runoff with onsite BMP's to treat runoff for both water quality and quantity. This treated runoff is discharged to POA 2 within a natural channel. The remainder of site runoff drains to POA 1 (the detention pond for the neighboring Brookdale Apartments) and POA 3 (the inlet of a culvert that runs under Old Lynchburg Road and drains into a natural channel. 912 E. High St.. Charlottesville, VA 229021434.227.5140 1 shimp-engineeong.com Runoff Quantity Narrative All runoff from this development ultimately discharges into two natural channels at POA 2 and POA 3. The stormwater management system was designed to release runoff in compliance with quantity regulations detailed in 9VAC25-870-66-B.3.a (channel protection for discharge to a natural channel by compliance with the energy balance equation) and 9VAC25-870-66-C.2.b (flood protection by reduction of the 10-yr stone event runoff). Specifically, this is achieved by utilizing the underground storage of the Onsite BMPs to detain runoff before discharge into POA 2. At POA 1 and POA 3, runoff complies with the energy balance equation because the runoff volume and peak flow rate to both of these points is less than the predeveloped condition. At these 2 POA's, both channel protection and flood protection are met without any treatment. Channel Protection Requirements per 9VAC25-870-66-B.3.a At POA 1 and POA 3, runoff complies with the energy balance equation and thus meets both manmade and natural channel analysis requirements. At POA 2, there is offsite runoff from Country Green Road which drains into the proposed stormwater management (SWM) system. This offsite runoff drains into the system due to the topography and layout of this adjacent road, and mixes with the onsite runoff. Compliance with the energy balance equation is only required for onsite runoff. Due to this condition, Shimp Engineering has analyzed for Energy Balance Equation (EBE) compliance by using what the Firm calls the Reduction Method. The energy balance equation specifies a certain Maximum Post -developed Flow Rate for onsite runoff. However, it is inaccurate to compute the Post -developed onsite runoff independent of the offsite runoff mixed in the system while still properly designing the BMP's. Thus, the reduction that is required for onsite runoff, equal to the Max. Qdeveloped minus Qpmdeveloped, was computed, and that difference is used as the regulatory parameter for the total runoff draining to the POA. So for runoff to POA 2, the SWM design must achieved a total runoff reduction (including both onsite and offsite runoff) that exceeds that reduction required by the energy balance equation for onsite runoff at each POA. Using this runoff reduction target as the regulatory parameter, Shimp Engineering designed and revised an underground stormwater management system. Shimp Engineering selected the ADS Stormtech Chambers and Isolator Row BMP's for the development's stormwater management systems. These BMP's are underground detention facilities which provide sediment filtration to achieve a 40% phosphorous reduction. Several other options were considered, including infiltration basins, large corrugated metal pipe (CMP) for underground detention, and biofiltration basins. Site constraints were not favorable to these other options. Insufficient soil permeability prohibited the use of an infiltration system. Lack of usable surface area and steep topography at the low points of the site prohibited the use of bioretention basins. Utility density and separation constraints from the multifamily development did not promote the use of underground CMP detention. While designing the Stormtech Chambers and Isolator ROW BMP, it was discovered that the flow reduction target from the Energy Balance Equation Reduction Method requires a 1-year control orifice which is less than 3 inches in diameter. The BMP's have been designed to detain 1-yr storm runoff so that the 3" orifice is the only control outlet. The system was also upsized to provide lower head in the system to minimize peak flow rates. Despite these provisions, it was concluded that a 3" orifice was too large achieve the reduction rate required by the energy balance equation. Conventional design guidelines suggest that orifices less than 3" are more prone to frequent clogging and should be avoided. If 1-yr control orifice clogs, 1-yr runoff would discharge through the 10-yr outlet control orifices at a flow rates higher than the pre -developed peak flow. This would counteract the design goal of channel protection. Shimp Engineering recommends that that the BMP's 1-yr control orifice be sized at 3.0 inches to better prevent BMP failure due to an increased risk of clogging from a smaller orifice size. Since the design utilizes a minimum 3" orifice but does not meet the energy balance equation reduction requirement, Shimp Engineering has pursued an exception to the Energy Balance Equation at POA 2. This was requested based on the following achieved parameters: 1. Post -development peak runoff is less than 1.0 cfs. Achieved total peak flow rate to POA 2 is 0.75 cfs, compared to the 1.59 cfs pre -development peak flow rate. 2. Total Post -development peak runoff to POA 2 is reduced by 0.84 cfs from predevelopment runoff. The required reduction is 0.87 cfs. 3. At POA 2, the postdevelopment flow rate is 53% lower than the predevelopment flow rate, 4. Use of a 3.0" orifice achieves 97°/u of the target EBE-generated reduction. 5. All 1-year storm runoff is controlled by this 3.0" orifice. 6. Alternative BMP's were not effective options based on site constraints. Predev Flow Rates Maximum Regulatory Flow Rates Ql_Yr= 1.59 cfs Qi_y, = 0.72 cfs (per Energy Balance) Qio-Y,= 10.23 cfs Qio-y,= 10.23 (per Flood Protection) For comparison, the Energy Balance Equation can be achieved with a maximum 2.9" orifice size. Flows with 2.9" orifice Flows with 3.0" orifice Q,_Y, = 0.72 cfs Q,_Y, = 0.75 cfs Q10-Y,=9.26cfs Qio-y, = 8.97 cfs QI_Yr Reduction = 0.87 cfs QI_Y, Reduction = 0.84 cfs At POA 2, 97°/u of the target reduction rate is achieved with this design. The final total peak flow rate to POA 2 is 0.75 cfs, fully controlled by a single 3.0" orifice. This achieved condition will promote channel protection. For these reasons, an exception to the energy balance equation at POA 2 has been pursued. At all other POA's, the final post -developed 1-yr runoff is less than the Maximum allowed 1-yr runoff thus achieving the simple compliance with the Energy Balance Equation and 9VAC25-870-66-B.3.a. Max. Allowable 1-Yr 1-Yr Runoff Runoff Required By ERE Achieved POA 1 0.92 cfs 0.41 cfs POA 3 0.17 cfs 0.16 cfs Thus, it has been demonstrated that channel protection requirements are met at POA 1 and POA 3 because the energy balance equation is met at these two points. Flood Protection Requirements To meet flood protection requirements, all post -development runoff is released to natural channels prone to flooding at peak flow rates that are less than the pre -development peak flow rates, in compliance with 9VAC25-870-66-C.2.b. This was achieved at POA 1, 2, and 3. Engineering Design Due Diligence & SWMAnalysis Assumptions Shimp Engineering previously demonstrated in the first major amendment that the adjacent detention pond for Brookdale Apartments was designed based on the assumption that the pond's offsite area has a curve number of 81 (reference WPO 2017-00081, WPO plan sheet C.024, plot dated 01/29/2018; and associated SWM calculation packet page 27 hydrograph no. 15, report dated 12-12-2017). This plan shows 2.98 acres from the Block 1 Site draining into the pond. It has been established that this pond was designed to manage up to 2.98 acres of Block 1 with CN=81, however Shimp Engineering and the developer decided against discharging concentrated runoff into the pond. This design does propose to discharge onsite sheetflow runoff into this pond. This runoff will concentrate at the pond outfall at POA 1, thus this runoff was analyzed for EBE compliance in the section above. For due diligence analysis, post -development drainage area to the pond is 0.98 acres at CN=60. This is far below the pond design parameters. Since the post -development drainage area and curve number to the pond is less than the design area, runoff from this area which flows into the pond will not cause adverse downstream impacts. Since this pond routes both onsite and offsite runoff into the natural channel at POA 2, Shimp Engineering has made 2 modeling assumptions in the HydroCAD software to simulate the pond detention. 1. It is assumed that the pond will cause a 2-hr lag in the runoff peak for onsite runoff 2. It is assumed that the pond will cause a 50% reduction in the peak flow rate for onsite runoff These assumptions are reflected in the "Link" node 7L in the "Post Development" HydroCAD model. These were made based on familiarity with similar dry detention ponds, and represent conservative design parameters. These assumptions were made because as -built pond offsite drainage areas, land cover, and control structures are unknown. These assumptions are reasonable because the pond had been designed for higher contributing flows than what the developed site will discharge into the pond. 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 Version 3. This spreadsheet shows that the project requires a total phosphorous (TP) reduction of 4.80 lb/yr. To achieve that required TP reduction, two onsite Stormtech BMP's will provide treatment. These BMP's have an Isolator Row that achieves 40% TP removal through sediment filtration. BMP 1 will treat 1.02 lb/yr TP. condition. BMP 2 will treat 2.14 lb/yr TP. These combine for 3.16 lb/yr TP. This leaves a total remaining treatment requirement of 2.74 Ib/yr TP. The owner will purchase 2.74 lbs of nutrient credits to cover this remaining amount. A letter of availability for this amount is included in the VSMP plan sheets. If you have any questions about this calculation packet please do not hesitate to contact me at: keane(a)shimp-engineering.com or by phone at 434-299-9843. Regards, Keane Rucker, Err Shimp Engineering, PC 4 Contents: SWM Quantity Requirements: Energy Balance Equations Time of Concentration Calculations Pre-Dev Onsite For EBE HydroCAD Report Pre-Dev Total HydroCAD Report Post-Dev Onsite For EBE HydroCAD Report Post-Dev Total HydroCAD Report SWM Quantity Supplement Post-Dev Energy Balance Equation Compliant HydroCAD Report SWM Quality Requirements: VRRM Re -Development Spreadsheets Other SWM Calculations VDOT Outlet Protection Nomograph Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report SWM Quantity Requirements: Energy Balance Equations Time of Concentration Calculations Pre-Dev Onsite For EBE HydroCAD Report Pre-Dev Total HydroCAD Report Post-Dev Onsite For EBE HydroCAD Report Post-Dev Total HydroCAD Report Energy Balance Equation Summary for POA 1 ABC Block 1- 1 Yr, 24 Hr Storm Comparison: Qdeveio,df� I.F. *(QP,e-Developed*RVPre-Deveioped)/RVDeveiop d Qdeveio,ed�(QPoresred*RVP... sted)/RVDeveb,d Pre Onsite Drainage Area = 3.93 ac POA 1 Onsite Runoff: Post Onsite Drainage Area = 0.90 ac Opreeeveioped = (page 11) I.F. = 0.9 RVPre-Deveioped = (page 11) Max Oaeveieped = 0.92 cfs RVDevebpee = POM.O26(page 19) Since the Achieved 1-yr postdev peak flow rate is 0.41 cfs, which is less than the Max. allowable developed flow rate, Runoff at this POA is compliant with the Energy Balance Equation per 9VAC25-870-66-B.3.a. POA 1 is in a natural channel prone to flooding. Runoff to this point is compliant with 9VAC25-870-66-C.2.b because the 10-yr peak runoff is reduced. 10-Yr Predev Runoff = 8.49 cis, 10-yr Postdev Runoff = 2.68 cfs. Energy Balance Equation Summary for POA 2 ABC Block 1- 1 Yr, 24 Hr Storm Comparison: Qdeveioced!� I.F. *(QPre-Developed*RVP.e-Developed)/RVDeveioced Qdeveioped!� (QPoresred*RVPo,ested)/RVDe.l.,d Pre Onsite Drainage Area = 4.22 ac POA 2 Onsite Runoff: Post Onsite Drainage Area = 4.80 ac Op,eeeveiopee = 1.00 (page 11) I.F. = 0.8 RVNr Devebpee = 0.104 (page 11) Max Qdeeeieped = 0.13 cfs RVDeveiopee = 0.659 (page 19) POA 1 is in a natural channel prone to flooding. Runoff to this point is compliant with 9VAC25-870-66-B.3.a because the total runoff to this point is reduced by an amount exceeding the reduction required by the entergy balance equation. See Note to the right. Site complies with 9VAC25-870-66-C(2)b because the 10-yr peak runoff is reduced. Energy Balance Equation Summary for POA 3 ABC Block 1- 1 Yr, 24 Hr Storm Comparison: Qdeve1oped!5 I.F. *(QPre-Developed*RVPre-Deveiopee)/RVDeveiop d Qdeveioped!� (QPoresred*RVPo,ested)/RVDevebped Pre Onsite Drainage Area = 1.09 ac POA 3 Onsite Runoff: Post Onsite Drainage Area = 0.50 ac Opreeevebpee = (page 11) I.F. = 0.9 RVPre-Devebped = (page 11) Max Qdeeeieped = 0.17 cfs RVpe„eio,d = POM.O12(page 19) Since the Achieved 1-yr postdev peak flow rate is 0.16 cfs, which is less than the Max. allowable developed flow rate, Runoff at this POA is compliant with the Energy Balance Equation per 9VAC25-870-66-B.3.a. POA 1 is in a natural channel prone to flooding. Runoff to this point is compliant with 9VAC25-870-66-C.2.b because the 10-yr peak runoff is reduced. 10-Yr Predev Runoff = 2.42 cfs, 10-yr Postdev Runoff = 1.34 cfs. meet Energy Balance Requirements, )duce Flow @ POA 1 by: (Queried- Max Qtle„) = required reduction @ POA 1.00 - 0.13 = 0.87 cfs REQUIRED ACHIEVED REDUCTION = 0.84 cfs NOT ACHIEVED Achieved Total Runoff (Including Offsite) PREDEV POSTDEV Q re= 1.59 (page 16) Q 0.75 (page 26) Q re= 10.23 (page 17) Q OSt=OSt= 8.97 (page32) 1-YR 10-YR 1-YR Flow 10-YR Flow Reduction Reduction 0.84 1.26 Note: This SW M Strategy provides 97% of the required reduction required by the energy balance equation (0.63/0.87) and reducces the total 1-year peak runoff to POA 2 by 53 % (1.59 cfs to 0.75 cfs). Based on these results, an exception to the energy balance equation was requested. This exception is based on the fact that postdeveloped runoff is significantly reduced using BMP's with a minimum 3.0" low -flow control orifice. Additional peak flow runoff would require smaller orifice sizes, which are more prone to clogging and failure. ABC BLOCK 1 PreDev Time of Concentration Calculations Predev to POA 1 035 ft overland flow 5.7% slope 0.25 C-value 6.9 min Seelye Chart 190 ft s. c. flow -grass 13.7% slope 1.8 fps velocity 1.8 min. NEH Figure 15-4 250 ft channel 18.0 ft height 1.5 min. Kirpich Chart TOC= 10.2 min. 600 Soo Paved 400 300 Bare 200 Sail W \ Poor rase LL SU a`ce 3 Averao a 100 Gres ¢ Surface 90 60 Dense Ur2 r20 10 0.9 0.8 07 06 0.5 0A Te se 0.225 0.42 S-0. 19 C -1.0 To = Overland Flow Time, mnuoes L = Length M Strip. W 35 S = Slope, reed et C = RallGnalY ' Valus aar Groomed Characbr 30 Time. al Geneentradnn Pan Eau NatioatEngmeerwg Randmvk s16-4 Velocity versus sloln for eludlow conrasrtamd&rw 100 0.00 0.eo 0.70 ON o.s0 25 oan 0.au IN 0.20 20 �u w OAw Z Z 0.0 0.07 J w g 0.g O\2. P 0 w om aOd 15� ZD o.oa J f 0.09 002 U w 10 z 0 20 U 0.ot r w 10 J ? 0006 Rcticw7o "C" Value rV Selectp cr.cunc COarocter Denise Grass 0.21s F'met 0.M <veru0e Gross Swaoce 0.2e asn 0.30 'ow Gress Svrauee 0.36 cosiure 040 9pre Soli 0:40 PGvec G.90 OVERLAND FLOW TIME LEGEND: PREDEV TOC TO POA 1 �����.ii1111111111�����.01111111111��� ve.ue.0 mr _ ��MMMEEEEEI ririil�Y•� A ff MIA F iiiiiFM� FAhal ®■�C:IIIIIIIIIIIIIC■vFM llll!i/I■1 ��■■■�mm�nm� �■■!�=ie�I mm��■ ��■■■�1111111111 � /■//�/dill ;if/1%' Awwo �� I11111111111111M■I 11111111111111■�� MEN11111111REMEM ■MMMEMII1IIIi III'll�lll�■1 lillJ�■■ ����1111111111:;� �■� i111%' Ilil�llllll■ ......nl111111111111 1>_1>•1>•� lunmmFl>_ 11iIIIIIIIIICNo mom IMME ■ = ..eOealaall��� !� m r�on ^^ 9 c o 0 0000000: vela.a(ere) a Table 153 F.mrationv and assumptions developed From figure 15-1 7 Flow pye Depth ManntngL a Veluetty equarion (it) (Me) Pavement and small upland gullies 0.2 0.025 V=20.32g(s)"" 6 Glassedwaterways o9 DOW V=10.135(s)BB Nearly here and untilled (overland flow); and alluvial fans in western mountain 0.2 0.051 V=9.965(s)an regioas Culdbased nraight row crops 0.2 ROSS V=6.762(s)-B Short -gross pasture 0.2 0,073 V=6.962(s)-B hluiimum tillage eultiadon, contiiur or stnpcmpped, aril woodlands 0.2 0.101 V=5.032(s)BB Forest with heavy ground titter and hay meadows 0.2 0.202 V=2.516(sr6 ABC BLOCK 1 PREDEV TOC NOMOGRAPHS TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) N (feet) 500 Tc (min.) 200 00 IDO L (feet) 10000 Example 50 50 5000 4 Note: o e. (1) For use with natural channels; For pved channels, multea ipLy 1000 a 10 0.2 re� £ 500 5 100 t 1 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS Source: VDOT Plate 5-3 1 9 1S 4S 6S Pre Onsit To POA 1 Pre Onsit To POA 2 Pre Onsit To POA 3 77 3L v 5L 7L POA 1 POA 2 POA 3 Subcat Reach Aon Lin k `u1 Pre-Dev EBE Pre Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 12/6/2021 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 2 Time span=5.00-40.00 hrs, dt=0.04 hrs, 876 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Pre Onsite To POA 1 Runoff Area=3.930 ac 0.00% Impervious Runoff Depth=0.29" Tc=10.2 min CN=58 Runoff=0.92 cfs 0.095 of Link 3L: POA 1 Inflow=0.92 cfs 0.095 of Primary=0.92 cfs 0.095 of Subcatchment 4S: Pre Onsite To POA 2 Runoff Area=0.290 ac 0.00% Impervious Runoff Depth=0.35" Tc=5.0 min CN=60 Runoff=0.13 cfs 0.008 of Link 5L: POA 2 Inflow=1.00 cfs 0.104 of Primary=1.00 cfs 0.104 of Subcatchment 6S: Pre Onsite To POA 3 Runoff Area=1.090 ac 0.00% Impervious Runoff Depth=0.21" Tc=5.0 min CN=55 Runoff=0.17 cfs 0.019 of Link 7L: POA 3 Inflow=0.17 cfs 0.019 of Primary=0.17 cfs 0.019 of Total Runoff Area = 5.310 ac Runoff Volume = 0.122 of Average Runoff Depth = 0.28" 100.00% Pervious = 5.310 ac 0.00% Impervious = 0.000 ac 11 Pre Development ONSITE FOR EBE Prepared by {enter vour comoanv name Pre-Dev EBE Type 11 24-hr 1-yr Rainfall=3.05" Printed 12/6/2021 Subcatchment 1S: Pre Onsite To POA 1 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 . RunoN I I I 0_$2 C1g I I I I I I I I I I I I I I I I I I I I I I I I I I Jy'pe II'1211-y' I I I I I I I I I I I I I I I I I I I I I I I I I I I ll Rainfall105'1 I I I I I I I I I I I I I I I I I I I I I I I _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I RUdoff'Area=3.930 6d I I I I I I I I I I I I I I I I I I I I I I I Rpngff wglume-0.095 of I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - k6noff: Depth=O.129'+ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i i i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Link 3L: POA 1 Aydrograph C ®� • I II 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) ■ Inflow ❑ Primary 12 Pre Development ONSITE FOR EBE Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC 0.14- _T_I_ 0.13 0.12- 0.11 01 L_L_L I_ 0.09 I I I Vl v 0 08 -r-r-I -L 0.07 IL -I+-I--I- 0.06 0.05 0.04 I I I I 0.03 I I I I 0.02 0.01 Pre-Dev EBE Type 11 24-hr 1-yr Rainfall=3.05" Printed 12/6/2021 Subcatchment 4S: Pre Onsite To POA 2 Hydrograph I I I I I I I I I I I I I I I ( I I I I I I I I I I I I I I I I I I ype iI 24-hr 1-yr ..Rainfall=3.0511 I I I I I I I I I I I I Runoff Area=0.290 ac I I I I I I I I I I I 1Runoff yglume=;0.0;0$ of I I I I I I I I I I I I I I I I I I I I I Runoff Depth=0.351' I I I I I I I I I I I I I I I I I I I I(�T ymI J^ I I I I I I I I I I I I I I I I I I I I ITIc=S.a ll l lT- I I I I I I I I I I I I I I I I I I I I I I I I I I I TN - I 1• 1_L_L_L_L_L_L_I__I_J_J_J_J_J_1_1_1_L_L_L_L_I__I__I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I '-Y-T-T-Y-Y-Y-Y-Y-I--I--I--I-Y-T-7-Y-T-T-T-T-Y-Y-I--I--I- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 1 Time (hours) Link 5L: POA 2 Hydrograph 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) ❑ Runoff ■ Inflow ❑ Primary 13 Pre-Dev EBE Pre Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 12/6/2021 HydroCAD® 9.10 s/n 07054 02011 HydroCAD Software Solutions LLC Paae 5 Subcatchment 6S: Pre Onsite To POA 3 Hydrograph I ___i _i _1__ --1- -- i-i-i I I I I I I I 1 0.18 I I I 017 --r- --I --I ----0.1]CIS ---1I1 -- ,II -- ,I --TIII-TIII -II -iII _-II _I - _II _I IIII I' pI+1}I F• II II —•�I 0-16 yI ITJ___ _ 0-15 T- T- r- r- r ----1-7RaJrtfa[t_3-.a�5II "iI -- _ 0.14 1 1 1 1 I I I I I I I � II]� I I I II , I II I I -i 0.13 - -r-r-i -r-i -1- IRUrfd 1j V11 66=1 U9( did 1 1 -r-r-r-1- l-1-1-r-r-r-r-r-r-r-I--I- -I- -rl 1 7-T-T-T r-r-r-r r-I--I-_ 012 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � 1 q 1 �1/./� 1 �, I�ry 1�® 1 1 1 1g�♦ 1,1,-y-y-y--t-t-r-r-r-r _I_ • 1•�T_i `7FY•}•Y�'�0_M 1__ F 1 1 1 1 1 1 1 1 1 1 1 1 0.11-L-Y _1_-1--1-_I_ f_V9 01 � 1 1 1 1 1 1 1 1 I 1 1 1 1 Itunofii.De�tktl=0i�,27'-- 1 1 1 1 1 1 1 9.091 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -L-L---'---J-A-J--L-L--L-L-L-'--1--1---J-J-J-;--`T=SA�ihttiri-- �I 1 0.08 _L _L _1__1_ J_J__1_1_L_L_L_L_L_1__1__1__1_J_J_J_1_1_1_1_L_L_L_I__I__I__ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 G1 0.07 1• L_L_I__I__I__ 1 1 1 1 0.05'---L -'- '-- J-J-J-J-J-L-L-L-�-�--'--'- '- '-J-J-J-J-L-J-J-J-L-�-'--'--`- 0.04- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.03- ___1 _1 1-- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _ r-1--1--1-r�-�-r-r-r-r-r-r-r-- O.02` 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) Link 7L: POA 3 Hydrograph -___--i-�L--___.I_ -�-I- -�L-'� _11_L1-1- -L-�'�---1-�-�- ■Inflow -I I I 0.17 r - - I I I- - - - - I ■ Pnmary IDA n.,,�, _II-Area=��g9Q.a�c�- 0.,7 ' J_ L--- J-1-- 0.16 �- �� ---'- �-J--'--'-----J-J-L-L-'--'--'-J-J-�-'--'--'-L-J-_-J-L-'--- �-J-J- 0.15 --J-1--'L----J-1-i-'L-----J-1-i-i-'�----J-,-i-i-'L----J-1- -_ 0.14 11 11 1 1--`-`---'--`-'`----J-'--`-'`----- 0.13 0.12 0.11 I 1 0.1 .... '-J-'- 3 0.09 ' G u. 0.08 0.07 ,' L_1__I_L_J_y_L_L _I__I__I_ 4'_y_y_ L_1__1__1_ L_ L_ 006 1 1 0.05 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �� L_L _I _I_L_J_1_L_L 004 -:I-_I_-I-I -i 0.03 --I--1--L-`-L-----'-'-'-L-1----�-'- 0.02 1 1 1 1 1 1 1 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 Time (hours) 14 iS 4S 6S Pre Onsit To POA 1 Pre Onsit To POA 2 Pre OnsiI o POA 3 2S -� 3L fl 5L 7L a Pre Offsite To POA 1 POA 1 Subcat Reach Aon Llrlk POA 2 POA 3 15 Pre-Dev TOTAL Pre Development Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 12/6/2021 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 2 Time span=5.00-40.00 hrs, dt=0.04 hrs, 876 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Pre Onsite To POA 1 Runoff Area=3.930 ac 0.00% Impervious Runoff Depth=0.29" Tc=10.2 min CN=58 Runoff=0.92 cfs 0.095 of Subcatchment 2S: Pre Off site To POA 1 Runoff Area=0.170 ac 100.00% Impervious Runoff Depth>2.76" Tc=10.1 min CN=98 Runoff=0.64 cfs 0.039 of Link 3L: POA 1 Inflow=1.50 cfs 0.134 of Primary=1.50 cfs 0.134 of Subcatchment 4S: Pre Onsite To POA 2 Runoff Area=0.290 ac 0.00% Impervious Runoff Depth=0.35" Tc=5.0 min CN=60 Runoff=0.13 cfs 0.008 of Link 5L: POA 2 Inflow=1.59 cfs 0.143 of Primary=1.59 cfs 0.143 of Subcatchment 6S: Pre Onsite To POA 3 Runoff Area=1.090 ac 0.00% Impervious Runoff Depth=0.21" Tc=5.0 min CN=55 Runoff=0.17 cfs 0.019 of Link 7L: POA 3 Inflow=0.17 cfs 0.019 of Primary=0.17 cfs 0.019 of Total Runoff Area = 5.480 ac Runoff Volume = 0.162 of Average Runoff Depth = 0.35" 96.90% Pervious = 5.310 ac 3.10% Impervious = 0.170 ac try Pre-Dev TOTAL Pre Development Type 1124-hr 10-yr Rainfall=5.58" Prepared by {enter your company name here} Printed 12/6/2021 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 3 Time span=5.00-40.00 hrs, dt=0.04 hrs, 876 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Pre Onsite To POA 1 Runoff Area=3.930 ac 0.00% Impervious Runoff Depth=1.50" Tc=10.2 min CN=58 Runoff=8.49 cfs 0.492 of Subcatchment 2S: Pre Off site To POA 1 Runoff Area=0.170 ac 100.00% Impervious Runoff Depth>5.17" Tc=10.1 min CN=98 Runoff=1.18 cfs 0.073 of Link 3L: POA 1 Inflow=9.64 cfs 0.565 of Primary=9.64 cfs 0.565 of Subcatchment 4S: Pre Onsite To POA 2 Runoff Area=0.290 ac 0.00% Impervious Runoff Depth=1.65" Tc=5.0 min CN=60 Runoff=0.86 cfs 0.040 of Link 5L: POA 2 Inflow=10.23 cfs 0.605 of Primary=10.23 cfs 0.605 of Subcatchment 6S: Pre Onsite To POA 3 Runoff Area=1.090 ac 0.00% Impervious Runoff Depth=1.28" Tc=5.0 min CN=55 Runoff=2.42 cfs 0.117 of Link 7L: POA 3 Inflow=2.42 cfs 0.117 of Primary=2.42 cfs 0.117 of Total Runoff Area = 5.480 ac Runoff Volume = 0.721 of Average Runoff Depth = 1.58" 96.90% Pervious = 5.310 ac 3.10% Impervious = 0.170 ac 17 6S PostDev Unmanaged to P Al 7L POA 1 ills PostDev wNSITE to B P1 BMP1 Subcat Reach Aon Llnk 4S PostDev NSITE to B P2 B P2 9L POA 2 10S PostDev Un anaged to P A3 s POA 3 18 Post-Dev ONSITE FOR EBE Post Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/28/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 2 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: PostDev ONSITE to Runoff Area=0.830 ac 80.00% Impervious Runoff Depth=2.12" BMP 1 Tc=5.0 min CN=91 Runoff=3.08 cfs 0.146 of Pond 3P: BMP 1 Peak Elev=461.29' Storage=2,597 cf Inflow=3.08 cfs 0.146 of Outflow=0.36 cfs 0.146 of Subcatchment 4S: PostDev ONSITE to Runoff Area=2.830 ac 80.00% Impervious Runoff Depth=2.12" BMP 2 Tc=5.0 min CN=91 Runoff=10.51 cfs 0.499 of Pond 5P: BMP 2 Peak Elev=453.83' Storage=13,200 cf Inflow=10.81 cfs 0.646 of Outflow=0.54 cfs 0.646 of Subcatchment 6S: PostDev Unmanaged to Runoff Area=0.900 ac 11.11% Impervious Runoff Depth=0.35" POA 1 Tc=5.0 min UI Adjusted CN=60 Runoff=0.41 cfs 0.026 of Link 7L: POA 1 x 0.50 delayed by 60.0 min Inflow=0.41 cfs 0.026 of Primary=0.21 cfs 0.013 of Secondary=0.21 cfs 0.013 of Link 9L: POA 2 Inflow=0.74 cfs 0.659 of Primary=0.74 cfs 0.659 of Subcatchment 10S: PostDev Unmanaged Runoff Area=0.500 ac 12.00% Impervious Runoff Depth=0.29" to POA 3 Tc=5.0 min UI Adjusted CN=58 Runoff=0.16 cfs 0.012 of Link 11 L: POA 3 Inflow=0.16 cfs 0.012 of Primary=0.16 cfs 0.012 of Total Runoff Area = 5.060 ac Runoff Volume = 0.684 of Average Runoff Depth = 1.62" 38.97% Pervious =1.972 ac 61.03% Impervious = 3.088 ac Post-Dev ONSITE FOR EBE Post Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/28/2022 HydroCADS 9.10 s/n 07054 02011 HydroCAD Software Solutions LLC Paae 3 Subcatchment 1 S: POStDev ONSITE to BMP 1 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 ■ RunoN I I I I I I I I I I I I I I I -� T, a II 21 I I I I I I I I I I I I I I I I I I I I I I I I Rainfall".3.05" I I I I I I I I I I I I I I I I I I I I I I I I Rwnbff Area=0.830 ad I I I I I I I I I I I I I I I iiu,noff Depth=&,11211 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I N-9l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 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) Pond 3P: BMP 1 Hydrograph 1 ---I ■ Inflow 1 1 ❑ Primary Inflow Area-0;830 _I_ I I I I I 1 1 1 I I ac III 111 I - III 111 I I Peak Elev_46`1.29' 1 I I I 1 I I 1 I I I I 1 1 I I I 1 I I 1 I I 1 I Stprpge=2'1a597 cf 1 1 1 I ------------- --------------------------------------- 1 I I I 1 I I I I I 1 I I I 1 I I 1 I I I 1 I I I I I 1 I I I 1 I I i 1 I I I I I I I I I 1 I I I 1 i I i 1 I I I I I I I I I I I I I 1 i I i 1 I I I I I I I I I I I I I 1 i I i 1 I I I I I I I I I 1 I I I 1 i I i 1 I I I I I I I I I 1 I I 1 i I i 1 I I I 1 I I I I I I I I I i I i 1 I I I I I I I I I I I I I i I i I I I 1 I I 1 I I I I I I I I I i I i 1 I I 1 I I I I I I I I I i I i 1 I I 1 I I I I I I I I I I i I i 1 I I 1 I I I I I I I I I I I i I i 1 I I 1 I I I I I I I I I I I i I i 1 I I I I I I I I I I I I I i I i 1 I I I I I I I I I I I I I i I i 1 I I I I I I I I I I I I i I i 1 I 10.36 tle I I I I I I I 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) 20 Post-Dev ONSITE FOR EBE Post Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/28/2022 HydroCAD® 9.10 s/n 07054 02011 HydroCAD Software Solutions LLC Paae 4 Subcatchment 4S: PostDev ONSITE to BMP 2 Hydrograph 0 LL 0 LL I I I I I I I I I I I I I I I I I I I I I I I 10.51 ds I I I I I I I I I I I I I I ypTitl'2t Ibr- -yr- I I I I I I I I I I I I I I I I --r--�--,--,--T--r--r-- --,--T--;-----r--I---Rainfaff�3.05�`- IIIII IIIIII I IIII -- J -J--1 -- ----,---, -J-- ----t%nbitAreg_2830-ad - I I I I I I I I I I I I I I I I I - -- --' - -- - - --'I, --'I ---- --j,FWn0ff1,-Vplume#0:490-0- I I I I I I I I I I I I I I I I I I I I I I I I --i --- - ---r-------------------r-- unaFf DeptFrT2.12"- I I I I -- - - - -- -- -- ----+--+-- - Tc=5:0-Mitr- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I T I I I I I I I I I I I I I I r I I I I I I - -I- I--I---I--I--I'r--r--r--I--7--1--1--r--r--r--r--I--1--7--r--r--r-- I I I I I I I I I I I I I _J _1 _L _ _ _ I _J _l _l _1 _L _L _ _J _J _J _1 _L _L 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Pond 5P: BMP 2 r-- L - L - -- L - - J 4nfilolwArea;M560'Ia6- - I I I I I I I I I I I I I I I I I I I I_ 1 1 I _ Sf orago=13`y20, Q cf - ------------------------------------------- III III III III II ---- II III I IIIIII II IIIF III III II II I I I I I I I I I I I --T--r--i-1--,--T--r--i -r--T--r--I--1--T--,--r--I-- I 1 I I I I I I I I I _T _r _1 _T _T _T _r _T _r I 1 I I I I I I I I I 1 I I I I I I I I I I I I I I I I -I -y _y _T _Y -I -y _T _Y -I -y _T _h _r y 1 � I I I I I I I I I I I I I 1 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) ■ RunoN ■ Inflow ■ Primary 21 Post-Dev ONSITE FOR EBE Post Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/28/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 5 Subcatchment 6S: PostDev Unmanaged to POA 1 Hydrograph 0.46-—r-�__�__. _r__r__r-r'--------r--r---------r--r --I-----7--r--r-- Runoff 044- I I I 0.4 crs 0.42 0.4` ;--;---- Type 1124=tir t-yr-- 036 -- --;- -''-- --a-- --'----- -- .---Rainfall-3-05' - 0.34- I0.327 - �iinbffAiMemagoII;ie-- 0.28 n-Off tVQlWmp_ 0.26' 0.24r- -------� tunaiIQepfrts�5" - r------J--'--�----J--'--i---- 30.22 � 02 ' �i/L'Z11)-fflib__ 018------J--i--�----J--'--'-----------irr I__ i 0.16--I---I-----'--r 0.14 _ _ _I_ _ I ----------i--r___ ____________ I I I I I I I I I I 0.12 j I I I I 'I 0.08-----------r--r----------r- -r--------i--r--r---- i--r--r - -r__ 0.04 -I -I -+ -+ -r - -r -I -I -+ -I -I -+ -r -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) Link X: POA 1 oa-i_-I�_�__�_-- ■Prima 0.46 ----rr-1I --r-r--r----7II _ r _ _'I__ _ Inflo�v'Area-0.900'ac p Seconow dary 0.44 '1 0.42 I --r ;. 0.4 --L x 0.50 0.36 -,-----7--'� -- -,-- --�-- --I. 0.36 delayed by'60.0 min 0.34 ----+---- -- -- --�-- --�-- -- 0.32 0.3 + + + + 0.26 __I__ ...I__+__I__+__ _ u 0.24- I--r--r- r-----I--r----r--r----r I I I e 0.22 0 21 dIs I LL 0.2 ----r- - -_ --_-----r-r--I--r--r-r--r-_I--r--r-,--r-,-- 0.16 __I__ ___ __I__ __I__7__I__7__ ___ r_--- _ r__I__ __I__ 0.12 -I -r -, -I -, -+ -+ -r -+ -I 0.1 0.08 0.06 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) %A Post-Dev ONSITE FOR EBE Post Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Preoared by {enter vour comDanv name here) Printed 1/28/2022 Link GIL: POA 2 Hydrograph __I__r__T__r_r__r__r__,__r__r__r_r__r__ r__,__ r__ T r__ r__I__ 1__ FM Inflow 0.8 ■ Primary 0.75 0. _1I_LII II II Intc�A `eI 4;56T' II 0.7 I I I I I I I I I I I I I I I I I I 0.65 I I I I I I I I I I I I I I I I I I I I I 0.6 0.55 I I I I I I I I I I I I I I I I I 0.5 I I I I I 0.45 L--`--'--J--L--L- '--�--I c 0.4 -J-- u. 0.35 I I I I I I 0.3 " ---l__T --r T--r--1--Tr I I I I I -I_ -- I I I I I r--I-1--T--r-_ l � I I I I I I I I 0.25 0 2 I II II I___II__ I__I 1 I I I __I__ I __ I I I I 0.1 I I I I r__,__r__, I I I I _ 0.05 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Subcatchment 10S: PostDev Unmanaged to POA 3 0.18 0.17 --i--I---- 0.1 0.16 0.15 0.14 0.13 0.12 ----=--JI--�--'� w 01 0.09- LL 0.08 --r----T--T--r 0.07 0.06 0.05 ----1-- -- --� o.oa 0.03I- 0.02 0.01 ----------- ---- I I I I I r rIryPell,24-i'r 4r- I I I I I I I I --'--,--,-- --Ir--�ReinfalIttIO , _III - ftnbW&—eA--0.500at 10 I I I I I I I I I I I I I I I I I -yn4fif4rulmi��� �_ -------------- -ownGff-i©ep I I Itkr�a 9"- I I I I I I I I I I I I I I I I I III k1k AdjVstej-QNFW IIIII IIIIIIIIII I I I I I I I I 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) ■ RunoH 23 Post-Dev ONSITE FOR EBE Post Development ONSITE FOR EBE Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/28/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 7 Link 11 L: POA 3 Hydrograph _-�---- ----- -- ■Inflow 018 ❑ Primary 0.17 ''1---'1= °°°°�_ __-� - �'I_ Inflow Area=0.500 ac- v6 I I I I 0.1s -I 0.14 I I 0.13 I I I I I I I I I I I I I I I 0.12 I I I I I I I I I I I I I I I I I I I r r l I I I r I r I r r 0.11 ' y"y 0.1 I I I i I i i i i I i -1 -T -r -1 -r q 0.09 ',--r---1---_---i-----1--r-T--T--r----,--T 0 u 0.08- 0.07 0.06 0.05 , , I__7__T__r ___I__7__T 0.04 ........r 0.03 0.02 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 24 2S illls 4S PostDev Offsite to B PostDevFINSITE to PostDev *ITE to 1 B P1 B P2 3P --0 A5P 6S BMP1 B P2 PostDev U managed to P Al 7L � 19L POA 1 /POA2 (� i PostDev Unmanaged to POA 2 Subcat Reach Aon Llnk 10S PostDev U managed to P A3 11L POA 3 25 Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 1-yr Rainfall=3.05" Printed 1/27/2022 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: PostDev ONSITE to BMP1 Subcatchment 2S: PostDev Offsite to BMP1 Pond 3P: BMP 1 Subcatchment 4S: PostDev ONSITE to BMP2 Pond 5P: BMP 2 Runoff Area=0.830 ac 80.00% Impervious Runoff Depth=2.12" Tc=5.0 min CN=91 Runoff=3.08 cfs 0.146 of Runoff Area=0.170 ac 100.00% Impervious Runoff Depth=2.82" Tc=5.0 min CN=98 Runoff=0.75 cfs 0.040 of Peak Elev=461.81' Storage=3,386 cf Inflow=3.83 cfs 0.186 of Outflow=0.39 cfs 0.186 of Runoff Area=2.830 ac 80.00% Impervious Runoff Depth=2.12" Tc=5.0 min CN=91 Runoff=10.51 cfs 0.499 of Peak Elev=453.97' Storage=13,739 cf Inflow=10.85 cfs 0.686 of Outflow=0.54 cfs 0.686 of Subcatchment 6S: PostDev Unmanaged to Runoff Area=0.900 ac 11.11% Impervious Runoff Depth=0.35" POA 1 Tc=5.0 min UI Adjusted CN=60 Runoff=0.41 cfs 0.026 of Link 7L: POA 1 x 0.50 delayed by 60.0 min Inflow=0.41 cfs 0.026 of Primary=0.21 cfs 0.013 of Secondary=0.21 cfs 0.013 of Subcatchment 8S: PostDev Unmanaged to Runoff Area=0.240 ac 12.50% Impervious Runoff Depth=0.29" POA 2 Tc=5.0 min UI Adjusted CN=58 Runoff=0.08 cfs 0.006 of Link 9L: POA 2 Inflow=0.75 cfs 0.705 of Primary=0.75 cfs 0.705 of Subcatchment 10S: PostDev Unmanaged Runoff Area=0.500 ac 12.00% Impervious Runoff Depth=0.29" to POA 3 Tc=5.0 min UI Adjusted CN=58 Runoff=0.16 cfs 0.012 of Link 11 L: POA 3 Inflow=0.16 cfs 0.012 of Primary=0.16 cfs 0.012 of Total Runoff Area = 5.470 ac Runoff Volume = 0.730 of Average Runoff Depth = 1.60" 39.89% Pervious = 2.182 ac 60.11% Impervious = 3.288 ac OU Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 1-yr Rainfall=3.05" Printed 1/27/2022 Summary for Subcatchment 1 S: PostDev ONSITE to BMP 1 Runoff = 3.08 cfs @ 11.96 hrs, Volume= 0.146 af, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 0.830 91 Apartments. 80% imp. HSG B 0.166 20.00% Pervious Area 0.664 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Subcatchment 2S: PostDev Offsite to BMP 1 Runoff = 0.75 cfs @ 11.95 hrs, Volume= 0.040 af, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN 0.170 98 Paved parking, HSG B 0.170 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Pond 3P: BMP 1 Inflow Area = 1.000 ac, 83.40% Impervious, Inflow Depth = 2.24" for 1-yr event Inflow = 3.83 cfs @ 11.96 hrs, Volume= 0.186 of Outflow = 0.39 cfs @ 12.34 hrs, Volume= 0.186 af, Atten= 90%, Lag= 22.9 min Primary = 0.39 cfs @ 12.34 hrs, Volume= 0.186 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 461.81' @ 12.34 hrs Surf.Area= 1,950 sf Storage= 3,386 cf Plug -Flow detention time= 81.0 min calculated for 0.186 of (100% of inflow) Center -of -Mass det. time= 81.0 min ( 871.1 - 790.1 ) OrA Post-Dev TOTAL Post Development Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 4 Volume Invert Avail.Storage Storage Description #1 459.00' 4,479 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 15,600 cf Overall - 4,402 cf Embedded = 11,198 cf x 40.0% Voids #2 458.90' 588 cf 18.0" D x 333.0118" Pipe Storage S= 0.0030 T #3 461.00' 4,260 cf StormTech MC-4500 x 40 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #4 461.00' 143 cf StormTech MC-4500 Cap x 4 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 9,470 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 459.00 1,950 0 0 467.00 1,950 15,600 15,600 Device Routing Invert Outlet Devices #1 Primary 458.90' 18.0" Round 18" HDPE L= 135.8' Ke= 0.300 Inlet / Outlet Invert= 458.90' / 455.20' S= 0.0272 7' Cc= 0.900 n= 0.012 #2 Device 1 458.90' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 461.90' 4.0" Vert. 4" Orifice C= 0.600 #4 Device 1 464.80' 4.0' long Weir Wall in C3 2 End Contraction(s) 5.9' Crest Height Primary OutFlow Max=0.39 cfs @ 12.34 hrs HW=461.81' TW=453.39' (Dynamic Tailwater) t1=18" HDPE (Passes 0.39 cfs of 14.44 cfs potential flow) 2=3" Orifice (Orifice Controls 0.39 cfs @ 8.04 fps) 3=4" Orifice ( Controls 0.00 cfs) =Weir Wall in C3 ( Controls 0.00 cfs) Summary for Subcatchment 4S: PostDev ONSITE to BMP 2 Runoff = 10.51 cfs @ 11.96 hrs, Volume= 0.499 af, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 2.830 91 Apartments, 80% imp, HSG B 0.566 20.00% Pervious Area 2.264 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC 28 Post-Dev TOTAL Post Development Type 1124-hr 1-yr Rainfall=3.05" Preoared by (enter vour comDanv name here) Printed 1/27/2022 Summary for Pond 5P: BMP 2 Inflow Area = 3.830 ac, 80.89% Impervious, Inflow Depth = 2.15" for 1-yr event Inflow = 10.85 cfs @ 11.96 hrs, Volume= 0.686 of Outflow = 0.54 cfs @ 14.80 hrs, Volume= 0.686 af, Atten= 95%, Lag= 170.7 min Primary = 0.54 cfs @ 14.80 hrs, Volume= 0.686 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 453.97' @ 14.80 hrs Surf.Area= 5,060 sf Storage= 13,739 cf Plug -Flow detention time= 284.4 min calculated for 0.685 of (100% of inflow) Center -of -Mass det. time= 284.5 min ( 1,104.0 - 819.5) Volume Invert Avail.Storage Storage Description #1 449.00' 12,169 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 43,060 cf Overall - 12,638 cf Embedded = 30,422 cf x 40.0% Voids #2 448.75' 655 cf 42.0" D x 68.1'L 42" Pipe Storage S= 0.00377 #3 452.00' 12,353 cf StormTech MC-4500 x 116 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #4 452.00' 286 cf StormTech MC-4500 Cap x 8 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 25,462 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 449.00 100 0 0 450.00 5,060 2,580 2,580 458.00 5,060 40,480 43,060 Device Routing Invert Outlet Devices #1 Primary 448.55' 24.0" Round 24" HDPE L= 20.0' Ke= 0.300 Inlet / Outlet Invert= 448.55' / 446.50' S= 0.1025 7' Cc= 0.900 n= 0.012 #2 Device 1 448.55' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 454.00' 40.0 deg x 2.50' rise 40deg Vee Notch C= 2.57 #4 Device 1 456.50' 6.0' long Weir Wall in A4 2 End Contraction(s) 7.4' Crest Height #5 Primary 458.00' 6.0' long Overflow DI-7 Grate 2 End Contraction(s) 9.5' Crest Height Primary OutFlow Max=0.54 cfs @ 14.80 hrs HW=453.97' TW=0.00' (Dynamic Tailwater) 1=24' HDPE (Passes 0.54 cfs of 36.68 cfs potential flow) Lr2_3" Orifice (Orifice Controls 0.54 cfs @ 11.08 fps) F-3=40deg Vee Notch ( Controls 0.00 cfs) Weir Wall in A4 ( Controls 0.00 cfs) =Overflow DI-7 Grate ( Controls 0.00 cfs) 29 Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 1-yr Rainfall=3.05" Printed 1/27/2022 Summary for Subcatchment 6S: PostDev Unmanaged to POA 1 Runoff = 0.41 cfs @ 11.99 hrs, Volume= 0.026 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 0.800 58 Woods/grass comb., Good, HSG B 0.100 98 Unconnected pavement, HSG B 0.900 62 Weighted Average, UI Adjusted CN = 60 0.800 88.89% Pervious Area 0.100 11.11 % Impervious Area 0.100 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link X: POA 1 Inflow Area = 0.900 ac, 11.11% Impervious, Inflow Depth = 0.35" for 1-yr event Inflow = 0.41 cfs @ 11.99 hrs, Volume= 0.026 of Primary = 0.21 cfs @ 12.99 hrs, Volume= 0.013 af, Atten= 50%, Lag= 60.0 min Secondary = 0.21 cfs @ 12.99 hrs, Volume= 0.013 of Primary outflow = Inflow x 0.50 delayed by 60.0 min, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 8S: PostDev Unmanaged to POA 2 Runoff = 0.08 cfs @ 12.00 hrs, Volume= 0.006 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 0.030 98 Unconnected pavement. HSG B 0.240 60 Weighted Average, UI Adjusted CN = 58 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area 0.030 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC 01 Post-Dev TOTAL Post Development Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 7 Summary for Link 9L: POA 2 Inflow Area = 4.970 ac, 64.95% Impervious, Inflow Depth = 1.70" for 1-yr event Inflow = 0.75 cfs @ 12.99 hrs, Volume= 0.705 of Primary = 0.75 cfs @ 12.99 hrs, Volume= 0.705 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 10S: PostDev Unmanaged to POA 3 Runoff = 0.16 cfs @ 12.00 hrs, Volume= 0.012 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 0.060 98 Unconnected pavement, HSG B 0.440 55 Woods, Good, HSG B 0.500 60 Weighted Average, UI Adjusted CN = 58 0.440 88.00% Pervious Area 0.060 12.00% Impervious Area 0.060 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link 11 L: POA 3 Inflow Area = 0.500 ac, 12.00% Impervious, Inflow Depth = 0.29" for 1-yr event Inflow = 0.16 cfs @ 12.00 hrs, Volume= 0.012 of Primary = 0.16 cfs @ 12.00 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 31 Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 10-yr Rainfall=5.58" Printed 1/27/2022 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: PostDev ONSITE to BMP1 Subcatchment 2S: PostDev Offsite to BMP1 Pond 3P: BMP 1 Subcatchment 4S: PostDev ONSITE to BMP2 Pond 5P: BMP 2 Runoff Area=0.830 ac 80.00% Impervious Runoff Depth=4.55" Tc=5.0 min CN=91 Runoff=6.30 cfs 0.314 of Runoff Area=0.170 ac 100.00% Impervious Runoff Depth=5.34" Tc=5.0 min CN=98 Runoff=1.38 cfs 0.076 of Peak Elev=464.44' Storage=7,073 cf Inflow=7.68 cfs 0.390 of Outflow=1.20 cfs 0.390 of Runoff Area=2.830 ac 80.00% Impervious Runoff Depth=4.55" Tc=5.0 min CN=91 Runoff=21.49 cfs 1.072 of Peak Elev=456.37' Storage=21,994 cf Inflow=22.37 cfs 1.462 of Outflow=8.73 cfs 1.463 of Subcatchment 6S: PostDev Unmanaged to Runoff Area=0.900 ac 11.11% Impervious Runoff Depth=1.65" POA 1 Tc=5.0 min UI Adjusted CN=60 Runoff=2.68 cfs 0.124 of Link 7L: POA 1 x 0.50 delayed by 60.0 min Inflow=2.68 cfs 0.124 of Primary=1.34 cfs 0.062 of Secondary=1.34 cfs 0.062 of Subcatchment 8S: PostDev Unmanaged to Runoff Area=0.240 ac 12.50% Impervious Runoff Depth=1.50" POA 2 Tc=5.0 min UI Adjusted CN=58 Runoff=0.64 cfs 0.030 of Link 9L: POA 2 Inflow=8.97 cfs 1.555 of Primary=8.97 cfs 1.555 of Subcatchment 10S: PostDev Unmanaged Runoff Area=0.500 ac 12.00% Impervious Runoff Depth=1.50" to POA 3 Tc=5.0 min UI Adjusted CN=58 Runoff=1.34 cfs 0.063 of Link 11 L: POA 3 Inflow=1.34 cfs 0.063 of Primary=1.34 cfs 0.063 of Total Runoff Area = 5.470 ac Runoff Volume = 1.679 of Average Runoff Depth = 3.68" 39.89% Pervious = 2.182 ac 60.11% Impervious = 3.288 ac M Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 10-yr Rainfall=5.58" Printed 1/27/2022 Summary for Subcatchment 1 S: PostDev ONSITE to BMP 1 Runoff = 6.30 cfs @ 11.95 hrs, Volume= 0.314 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 0.830 91 Apartments. 80% imp. HSG B 0.166 20.00% Pervious Area 0.664 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Subcatchment 2S: PostDev Offsite to BMP 1 Runoff = 1.38 cfs @ 11.95 hrs, Volume= 0.076 af, Depth= 5.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN 0.170 98 Paved parking, HSG B 0.170 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Pond 3P: BMP 1 Inflow Area = 1.000 ac, 83.40% Impervious, Inflow Depth = 4.68" for 10-yr event Inflow = 7.68 cfs @ 11.95 hrs, Volume= 0.390 of Outflow = 1.20 cfs @ 12.14 hrs, Volume= 0.390 af, Atten= 84%, Lag= 11.3 min Primary = 1.20 cfs @ 12.14 hrs, Volume= 0.390 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 464.44' @ 12.14 hrs Surf.Area= 1,950 sf Storage= 7,073 cf Plug -Flow detention time= 86.5 min calculated for 0.390 of (100% of inflow) Center -of -Mass det. time= 86.5 min ( 858.2 - 771.7) 33 Post-Dev TOTAL Post Development Type 1124-hr 10-yr Rainfall=5.58" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 10 Volume Invert Avail.Storage Storage Description #1 459.00' 4,479 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 15,600 cf Overall - 4,402 cf Embedded = 11,198 cf x 40.0% Voids #2 458.90' 588 cf 18.0" D x 333.0118" Pipe Storage S= 0.0030 T #3 461.00' 4,260 cf StormTech MC-4500 x 40 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #4 461.00' 143 cf StormTech MC-4500 Cap x 4 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 9,470 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 459.00 1,950 0 0 467.00 1,950 15,600 15,600 Device Routing Invert Outlet Devices #1 Primary 458.90' 18.0" Round 18" HDPE L= 135.8' Ke= 0.300 Inlet / Outlet Invert= 458.90' / 455.20' S= 0.0272 7' Cc= 0.900 n= 0.012 #2 Device 1 458.90' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 461.90' 4.0" Vert. 4" Orifice C= 0.600 #4 Device 1 464.80' 4.0' long Weir Wall in C3 2 End Contraction(s) 5.9' Crest Height Primary OutFlow Max=1.20 cfs @ 12.14 hrs HW=464.44' TW=456.18' (Dynamic Tailwater) t1=18" HDPE (Passes 1.20 cfs of 21.34 cfs potential flow) 2=3" Orifice (Orifice Controls 0.55 cfs @ 11.20 fps) 3=4" Orifice (Orifice Controls 0.65 cfs @ 7.41 fps) =Weir Wall in C3 ( Controls 0.00 cfs) Summary for Subcatchment 4S: PostDev ONSITE to BMP 2 Runoff = 21.49 cfs @ 11.95 hrs, Volume= 1.072 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 2.830 91 Apartments, 80% imp, HSG B 0.566 20.00% Pervious Area 2.264 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC 34 Post-Dev TOTAL Post Development Type 1124-hr 10-yr Rainfall=5.58" Preoared by (enter vour comDanv name here) Printed 1/27/2022 Summary for Pond 5P: BMP 2 Inflow Area = 3.830 ac, 80.89% Impervious, Inflow Depth = 4.58" for 10-yr event Inflow = 22.37 cfs @ 11.96 hrs, Volume= 1.462 of Outflow = 8.73 cfs @ 12.07 hrs, Volume= 1.463 af, Atten= 61 %, Lag= 7.1 min Primary = 8.73 cfs @ 12.07 hrs, Volume= 1.463 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 456.37' @ 12.07 hrs Surf.Area= 5,060 sf Storage= 21,994 cf Plug -Flow detention time= 214.1 min calculated for 1.461 of (100% of inflow) Center -of -Mass det. time= 214.4 min ( 1,014.5 - 800.2) Volume Invert Avail.Storage Storage Description #1 449.00' 12,169 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 43,060 cf Overall - 12,638 cf Embedded = 30,422 cf x 40.0% Voids #2 448.75' 655 cf 42.0" D x 68.1'L 42" Pipe Storage S= 0.00377 #3 452.00' 12,353 cf StormTech MC-4500 x 116 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #4 452.00' 286 cf StormTech MC-4500 Cap x 8 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 25,462 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 449.00 100 0 0 450.00 5,060 2,580 2,580 458.00 5,060 40,480 43,060 Device Routing Invert Outlet Devices #1 Primary 448.55' 24.0" Round 24" HDPE L= 20.0' Ke= 0.300 Inlet / Outlet Invert= 448.55' / 446.50' S= 0.1025 '/' Cc= 0.900 n= 0.012 #2 Device 1 448.55' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 454.00' 40.0 deg x 2.50' rise 40deg Vee Notch C= 2.57 #4 Device 1 456.50' 6.0' long Weir Wall in A4 2 End Contraction(s) 7.4' Crest Height #5 Primary 458.00' 6.0' long Overflow DI-7 Grate 2 End Contraction(s) 9.5' Crest Height Primary OutFlow Max=8.64 cfs @ 12.07 hrs HW=456.36' TW=0.00' (Dynamic Tailwater) 1=24' HDPE (Passes 8.64 cfs of 45.54 cfs potential flow) Lr2_3" Orifice (Orifice Controls 0.66 cfs @ 13.35 fps) F-3=40deg Vee Notch (Weir Controls 7.99 cfs @ 3.95 fps) Weir Wall in A4 ( Controls 0.00 cfs) =Overflow DI-7 Grate ( Controls 0.00 cfs) 35 Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 10-yr Rainfall=5.58" Printed 1/27/2022 Summary for Subcatchment 6S: PostDev Unmanaged to POA 1 Runoff = 2.68 cfs @ 11.97 hrs, Volume= 0.124 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 0.800 58 Woods/grass comb., Good, HSG B 0.100 98 Unconnected pavement, HSG B 0.900 62 Weighted Average, UI Adjusted CN = 60 0.800 88.89% Pervious Area 0.100 11.11 % Impervious Area 0.100 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link X: POA 1 Inflow Area = 0.900 ac, 11.11 % Impervious, Inflow Depth = 1.65" for 10-yr event Inflow = 2.68 cfs @ 11.97 hrs, Volume= 0.124 of Primary = 1.34 cfs @ 12.97 hrs, Volume= 0.062 af, Atten= 50%, Lag= 60.0 min Secondary = 1.34 cfs @ 12.97 hrs, Volume= 0.062 of Primary outflow = Inflow x 0.50 delayed by 60.0 min, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 8S: PostDev Unmanaged to POA 2 Runoff = 0.64 cfs @ 11.97 hrs, Volume= 0.030 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 0.030 98 Unconnected pavement. HSG B 0.240 60 Weighted Average, UI Adjusted CN = 58 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area 0.030 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC cN Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Summary for Link 9L: POA 2 Post-Dev TOTAL Type 11 24-hr 10-yr Rainfall=5.58" Printed 1/27/2022 Inflow Area = 4.970 ac, 64.95% Impervious, Inflow Depth = 3.75" for 10-yr event Inflow = 8.97 cfs @ 12.07 hrs, Volume= 1.555 of Primary = 8.97 cfs @ 12.07 hrs, Volume= 1.555 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 10S: PostDev Unmanaged to POA 3 Runoff = 1.34 cfs @ 11.97 hrs, Volume= 0.063 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 0.060 98 Unconnected pavement, HSG B 0.440 55 Woods, Good, HSG B 0.500 60 Weighted Average, UI Adjusted CN = 58 0.440 88.00% Pervious Area 0.060 12.00% Impervious Area 0.060 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link 11 L: POA 3 Inflow Area = 0.500 ac, 12.00% Impervious, Inflow Depth = 1.50" for 10-yr event Inflow = 1.34 cfs @ 11.97 hrs, Volume= 0.063 of Primary = 1.34 cfs @ 11.97 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs ON Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 100-yr Rainfall=9.16" Printed 1/27/2022 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: PostDev ONSITE to BMP1 Subcatchment 2S: PostDev Offsite to BMP1 Pond 3P: BMP 1 Subcatchment 4S: PostDev ONSITE to BMP2 Pond 5P: BMP 2 Runoff Area=0.830 ac 80.00% Impervious Runoff Depth=8.07" Tc=5.0 min CN=91 Runoff=10.77 cfs 0.558 of Runoff Area=0.170 ac 100.00% Impervious Runoff Depth=8.92" Tc=5.0 min CN=98 Runoff=2.27 cfs 0.126 of Peak Elev=465.79' Storage=8,520 cf Inflow=13.04 cfs 0.685 of Outflow=13.66 cfs 0.685 of Runoff Area=2.830 ac 80.00% Impervious Runoff Depth=8.07" Tc=5.0 min CN=91 Runoff=36.73 cfs 1.904 of Peak Elev=457.86' Storage=25,178 cf Inflow=49.68 cfs 2.588 of Outflow=47.08 cfs 2.588 of Sub 1 tchment 6S: PostDev Unmanaged to Runoff Area=0.900 ac 11.11% Impervious Runoff Depth=4.23" POA Tc=5.0 min UI Adjusted CN=60 Runoff=6.98 cfs 0.317 of Link 7L: POA 1 x 0.50 delayed by 60.0 min Inflow=6.98 cfs 0.317 of Primary=3.49 cfs 0.158 of Secondary=3.49 cfs 0.158 of Subcatchment 8S: PostDev Unmanaged to Runoff Area=0.240 ac 12.50% Impervious Runoff Depth=3.98" POA 2 Tc=5.0 min UI Adjusted CN=58 Runoff=1.75 cfs 0.080 of Link 9L: POA 2 Inflow=48.79 cfs 2.826 of Primary=48.79 cfs 2.826 of Subcatchment 10S: PostDev Unmanaged Runoff Area=0.500 ac 12.00% Impervious Runoff Depth=3.98" to POA 3 Tc=5.0 min UI Adjusted CN=58 Runoff=3.65 cfs 0.166 of Link 11 L: POA 3 Inflow=3.65 cfs 0.166 of Primary=3.65 cfs 0.166 of Total Runoff Area = 5.470 ac Runoff Volume = 3.150 of Average Runoff Depth = 6.91" 39.89% Pervious = 2.182 ac 60.11% Impervious = 3.288 ac 0.1 Post Development Prepared by (enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 100-yr Rainfall=9.16" Printed 1/27/2022 Summary for Subcatchment 1 S: PostDev ONSITE to BMP 1 Runoff = 10.77 cfs @ 11.95 hrs, Volume= 0.558 af, Depth= 8.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-yr Rainfall=9.16" Area (ac) CN Description 0.830 91 Apartments. 80% imp. HSG B 0.166 20.00% Pervious Area 0.664 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Subcatchment 2S: PostDev Offsite to BMP 1 Runoff = 2.27 cfs @ 11.95 hrs, Volume= 0.126 af, Depth= 8.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-yr Rainfall=9.16" Area (ac) CN 0.170 98 Paved parking, HSG B 0.170 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Pond 3P: BMP 1 Inflow Area = 1.000 ac, 83.40% Impervious, Inflow Depth = 8.22" for 100-yr event Inflow = 13.04 cfs @ 11.95 hrs, Volume= 0.685 of Outflow = 13.66 cfs @ 11.98 hrs, Volume= 0.685 af, Atten= 0%, Lag= 1.3 min Primary = 13.66 cfs @ 11.98 hrs, Volume= 0.685 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 465.79' @ 11.98 hrs Surf.Area= 1,950 sf Storage= 8,520 cf Plug -Flow detention time= 73.3 min calculated for 0.684 of (100% of inflow) Center -of -Mass det. time= 73.3 min ( 832.2 - 758.8) ckl Post-Dev TOTAL Post Development Type 1124-hr 100-yr Rainfall=9.16" Prepared by {enter your company name here} Printed 1/27/2022 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 16 Volume Invert Avail.Storage Storage Description #1 459.00' 4,479 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 15,600 cf Overall - 4,402 cf Embedded = 11,198 cf x 40.0% Voids #2 458.90' 588 cf 18.0" D x 333.0118" Pipe Storage S= 0.0030 T #3 461.00' 4,260 cf StormTech MC-4500 x 40 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #4 461.00' 143 cf StormTech MC-4500 Cap x 4 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 9,470 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 459.00 1,950 0 0 467.00 1,950 15,600 15,600 Device Routing Invert Outlet Devices #1 Primary 458.90' 18.0" Round 18" HDPE L= 135.8' Ke= 0.300 Inlet / Outlet Invert= 458.90' / 455.20' S= 0.0272 7' Cc= 0.900 n= 0.012 #2 Device 1 458.90' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 461.90' 4.0" Vert. 4" Orifice C= 0.600 #4 Device 1 464.80' 4.0' long Weir Wall in C3 2 End Contraction(s) 5.9' Crest Height Primary OutFlow Max=12.43 cfs @ 11.98 hrs HW=465.71' TW=457.80' (Dynamic Tailwater) t1=18" HDPE (Passes 12.43 cfs of 21.58 cfs potential flow) 2=3" Orifice (Orifice Controls 0.61 cfs @ 12.45 fps) 3=4" Orifice (Orifice Controls 0.80 cfs @ 9.19 fps) =Weir Wall in C3 (Weir Controls 11.01 cfs @ 3.18 fps) Summary for Subcatchment 4S: PostDev ONSITE to BMP 2 Runoff = 36.73 cfs @ 11.95 hrs, Volume= 1.904 af, Depth= 8.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-yr Rainfall=9.16" Area (ac) CN Description 2.830 91 Apartments, 80% imp, HSG B 0.566 20.00% Pervious Area 2.264 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Cro7 Post-Dev TOTAL Post Development Type //24-hr 100-yr Rainfall=9.16" Preoared by (enter vour comDanv name here) Printed 1/27/2022 Summary for Pond 5P: BMP 2 Inflow Area = 3.830 ac, 80.89% Impervious, Inflow Depth = 8.11" for 100-yr event Inflow = 49.68 cfs @ 11.97 hrs, Volume= 2.588 of Outflow = 47.08 cfs @ 11.99 hrs, Volume= 2.588 af, Atten= 5%, Lag= 1.2 min Primary = 47.08 cfs @ 11.99 hrs, Volume= 2.588 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 457.86' @ 11.98 hrs Surf.Area= 5,060 sf Storage= 25,178 cf Plug -Flow detention time= 152.8 min calculated for 2.586 of (100% of inflow) Center -of -Mass det. time= 153.1 min ( 935.4 - 782.3) Volume Invert Avail.Storage Storage Description #1 449.00' 12,169 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 43,060 cf Overall - 12,638 cf Embedded = 30,422 cf x 40.0% Voids #2 448.75' 655 cf 42.0" D x 68.1'L 42" Pipe Storage S= 0.00377 #3 452.00' 12,353 cf StormTech MC-4500 x 116 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #4 452.00' 286 cf StormTech MC-4500 Cap x 8 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 25,462 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 449.00 100 0 0 450.00 5,060 2,580 2,580 458.00 5,060 40,480 43,060 Device Routing Invert Outlet Devices #1 Primary 448.55' 24.0" Round 24" HDPE L= 20.0' Ke= 0.300 Inlet / Outlet Invert= 448.55' / 446.50' S= 0.1025 '/' Cc= 0.900 n= 0.012 #2 Device 1 448.55' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 454.00' 40.0 deg x 2.50' rise 40deg Vee Notch C= 2.57 #4 Device 1 456.50' 6.0' long Weir Wall in A4 2 End Contraction(s) 7.4' Crest Height #5 Primary 458.00' 6.0' long Overflow DI-7 Grate 2 End Contraction(s) 9.5' Crest Height Primary OutFlow Max=45.40 cfs @ 11.99 hrs HW=457.81' TW=0.00' (Dynamic Tailwater) 1=24' HDPE (Passes 45.40 cfs of 50.17 cfs potential flow) 2_3" Orifice (Orifice Controls 0.71 cfs @ 14.55 fps) 3=40deg Vee Notch (Orifice Controls 15.91 cfs @ 6.99 fps) =Weir Wall in A4 (Weir Controls 28.78 cfs @ 3.83 fps) =Overflow DI-7 Grate ( Controls 0.00 cfs) 41 Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 100-yr Rainfall=9.16" Printed 1/27/2022 Summary for Subcatchment 6S: PostDev Unmanaged to POA 1 Runoff = 6.98 cfs @ 11.96 hrs, Volume= 0.317 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-yr Rainfall=9.16" Area (ac) CN Description 0.800 58 Woods/grass comb., Good, HSG B 0.100 98 Unconnected pavement, HSG B 0.900 62 Weighted Average, UI Adjusted CN = 60 0.800 88.89% Pervious Area 0.100 11.11 % Impervious Area 0.100 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link X: POA 1 Inflow Area = 0.900 ac, 11.11 % Impervious, Inflow Depth = 4.23" for 100-yr event Inflow = 6.98 cfs @ 11.96 hrs, Volume= 0.317 of Primary = 3.49 cfs @ 12.96 hrs, Volume= 0.158 af, Atten= 50%, Lag= 60.0 min Secondary = 3.49 cfs @ 12.96 hrs, Volume= 0.158 of Primary outflow = Inflow x 0.50 delayed by 60.0 min, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 8S: PostDev Unmanaged to POA 2 Runoff = 1.75 cfs @ 11.96 hrs, Volume= 0.080 af, Depth= 3.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-yr Rainfall=9.16" Area (ac) CN Description 0.030 98 Unconnected pavement. HSG B 0.240 60 Weighted Average, UI Adjusted CN = 58 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area 0.030 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC E,N Post Development Prepared by {enter your company name here} HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Post-Dev TOTAL Type 11 24-hr 100-yr Rainfall=9.16" Printed 1/27/2022 Summary for Link 9L: POA 2 Inflow Area = 4.970 ac, 64.95% Impervious, Inflow Depth = 6.82" for 100-yr event Inflow = 48.79 cfs @ 11.98 hrs, Volume= 2.826 of Primary = 48.79 cfs @ 11.98 hrs, Volume= 2.826 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 10S: PostDev Unmanaged to POA 3 Runoff = 3.65 cfs @ 11.96 hrs, Volume= 0.166 af, Depth= 3.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 100-yr Rainfall=9.16" Area (ac) CN Description 0.060 98 Unconnected pavement, HSG B 0.440 55 Woods, Good, HSG B 0.500 60 Weighted Average, UI Adjusted CN = 58 0.440 88.00% Pervious Area 0.060 12.00% Impervious Area 0.060 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link 11 L: POA 3 Inflow Area = 0.500 ac, 12.00% Impervious, Inflow Depth = 3.98" for 100-yr event Inflow = 3.65 cfs @ 11.96 hrs, Volume= 0.166 of Primary = 3.65 cfs @ 11.96 hrs, Volume= 0.166 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 43 SWM Quantity Supplement Post-Dev Energy Balance Equation Compliant HydroCAD Report n1 PostDev Offsite to PostDev Unmanaged to P Al POA 1 Subcat Reach Aon Lin k PostDev NSITE to B P1 3P -� PostDev NSITE to B P2 5P B P2 9 L POA 2 8S PostDev Unmanaged to POA 2 Ell Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 2 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: PostDev ONSITE to Runoff Area=0.830 ac 80.00% Impervious Runoff Depth=2.12" Tc=5.0 min CN=91 Runoff=3.08 cfs 0.146 of Subcatchment 2S: PostDev Off site to Runoff Area=0.170 ac 100.00% Impervious Runoff Depth=2.82" Tc=5.0 min CN=98 Runoff=0.75 cfs 0.040 of Pond 3P: BMP 1 Peak Elev=461.81' Storage=3,386 cf Inflow=3.83 cfs 0.186 of Outflow=0.39 cfs 0.186 of Subcatchment 4S: PostDev ONSITE to Runoff Area=2.830 ac 80.00% Impervious Runoff Depth=2.12" Tc=5.0 min CN=91 Runoff=10.51 cfs 0.499 of Pond 5P: BMP 2 Peak Elev=454.08' Storage=14,168 cf Inflow=10.85 cfs 0.686 of Outflow=0.52 cfs 0.686 of Subcatchment 6S: PostDev Unmanaged to Runoff Area=0.900 ac 11.11% Impervious Runoff Depth=0.35" Tc=5.0 min UI Adjusted CN=60 Runoff=0.41 cfs 0.026 of Link 7L: POA 1 x 0.50 delayed by 60.0 min Inflow=0.41 cfs 0.026 of Primary=0.21 cfs 0.013 of Secondary=0.21 cfs 0.013 of Subcatchment 8S: PostDev Unmanaged to Runoff Area=0.240 ac 12.50% Impervious Runoff Depth=0.29" Tc=5.0 min UI Adjusted CN=58 Runoff=0.08 cfs 0.006 of Link 9L: POA 2 Inflow=0.72 cfs 0.705 of Primary=0.72 cfs 0.705 of Total Runoff Area = 4.970 ac Runoff Volume = 0.718 of Average Runoff Depth = 1.73" 35.05% Pervious = 1.742 ac 64.95% Impervious = 3.228 ac E,ry Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 S: PostDev ONSITE to BMP 1 Runoff = 3.08 cfs @ 11.96 hrs, Volume= 0.146 af, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 0.830 91 Apartments. 80% imp. HSG B 0.166 20.00% Pervious Area 0.664 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Subcatchment 2S: PostDev Offsite to BMP 1 Runoff = 0.75 cfs @ 11.95 hrs, Volume= 0.040 af, Depth= 2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN 0.170 98 Paved parking, HSG B 0.170 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Pond 3P: BMP 1 Inflow Area = 1.000 ac, 83.40% Impervious, Inflow Depth = 2.24" for 1-yr event Inflow = 3.83 cfs @ 11.96 hrs, Volume= 0.186 of Outflow = 0.39 cfs @ 12.34 hrs, Volume= 0.186 af, Atten= 90%, Lag= 22.9 min Primary = 0.39 cfs @ 12.34 hrs, Volume= 0.186 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 461.81' @ 12.34 hrs Surf.Area= 1,950 sf Storage= 3,386 cf Plug -Flow detention time= 81.0 min calculated for 0.186 of (100% of inflow) Center -of -Mass det. time= 81.0 min ( 871.1 - 790.1 ) CYI Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 4 Volume Invert Avail.Storage Storage Description #1 459.00' 4,479 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 15,600 cf Overall - 4,402 cf Embedded = 11,198 cf x 40.0% Voids #2 458.90' 588 cf 18.0" D x 333.0118" Pipe Storage S= 0.0030 T #3 461.00' 4,260 cf StormTech MC-4500 x 40 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #4 461.00' 143 cf StormTech MC-4500 Cap x 4 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 9,470 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 459.00 1,950 0 0 467.00 1,950 15,600 15,600 Device Routing Invert Outlet Devices #1 Primary 458.90' 18.0" Round 18" HDPE L= 135.8' Ke= 0.300 Inlet / Outlet Invert= 458.90' / 455.20' S= 0.0272 7' Cc= 0.900 n= 0.012 #2 Device 1 458.90' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 461.90' 4.0" Vert. 4" Orifice C= 0.600 #4 Device 1 464.80' 4.0' long Weir Wall in C3 2 End Contraction(s) 5.9' Crest Height Primary OutFlow Max=0.39 cfs @ 12.34 hrs HW=461.81' TW=453.43' (Dynamic Tailwater) t1=18" HDPE (Passes 0.39 cfs of 14.44 cfs potential flow) 2=3" Orifice (Orifice Controls 0.39 cfs @ 8.04 fps) 3=4" Orifice ( Controls 0.00 cfs) =Weir Wall in C3 ( Controls 0.00 cfs) Summary for Subcatchment 4S: PostDev ONSITE to BMP 2 Runoff = 10.51 cfs @ 11.96 hrs, Volume= 0.499 af, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 2.830 91 Apartments, 80% imp, HSG B 0.566 20.00% Pervious Area 2.264 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC 48 Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 1-yr Rainfall=3.05" Preoared by (enter vour comDanv name here) Printed 1/27/2022 Summary for Pond 5P: BMP 2 Inflow Area = 3.830 ac, 80.89% Impervious, Inflow Depth = 2.15" for 1-yr event Inflow = 10.85 cfs @ 11.96 hrs, Volume= 0.686 of Outflow = 0.52 cfs @ 15.05 hrs, Volume= 0.686 af, Atten= 95%, Lag= 185.9 min Primary = 0.52 cfs @ 15.05 hrs, Volume= 0.686 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 454.08' @ 15.05 hrs Surf.Area= 5,060 sf Storage= 14,168 cf Plug -Flow detention time= 311.5 min calculated for 0.685 of (100% of inflow) Center -of -Mass det. time= 311.5 min ( 1,131.0 - 819.5 ) Volume Invert Avail.Storage Storage Description #1 449.00' 12,169 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 43,060 cf Overall - 12,638 cf Embedded = 30,422 cf x 40.0% Voids #2 448.75' 655 cf 42.0" D x 68.1'L 42" Pipe Storage S= 0.00377 #3 452.00' 12,353 cf StormTech MC-4500 x 116 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #4 452.00' 286 cf StormTech MC-4500 Cap x 8 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 25,462 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 449.00 100 0 0 450.00 5,060 2,580 2,580 458.00 5,060 40,480 43,060 Device Routing Invert Outlet Devices #1 Primary 448.55' 24.0" Round 24" HDPE L= 20.0' Ke= 0.300 Inlet / Outlet Invert= 448.55' / 446.50' S= 0.1025 '/' Cc= 0.900 n= 0.012 #2 Device 1 448.55' 2.9" Vert. 2.9" Orifice C= 0.600 #3 Device 1 454.00' 40.0 deg x 2.50' rise 40deg Vee Notch C= 2.57 #4 Device 1 456.50' 6.0' long Weir Wall in A4 2 End Contraction(s) 7.4' Crest Height #5 Primary 458.00' 6.0' long Overflow DI-7 Grate 2 End Contraction(s) 9.5' Crest Height Primary Outflow Max=0.52 cfs @ 15.05 hrs HW=454.08' TW=0.00' (Dynamic Tailwater) 1=24' HDPE (Passes 0.52 cfs of 37.14 cfs potential flow) Lr2_2.9" Orifice (Orifice Controls 0.51 cfs @ 11.20 fps) �3=40deg Vee Notch (Weir Controls 0.00 cfs @ 0.72 fps) Weir Wall in A4 ( Controls 0.00 cfs) =Overflow DI-7 Grate ( Controls 0.00 cfs) 49 Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 1-yr Rainfall=3.05" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 6S: PostDev Unmanaged to POA 1 Runoff = 0.41 cfs @ 11.99 hrs, Volume= 0.026 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 0.800 58 Woods/grass comb., Good, HSG B 0.100 98 Unconnected pavement, HSG B 0.900 62 Weighted Average, UI Adjusted CN = 60 0.800 88.89% Pervious Area 0.100 11.11 % Impervious Area 0.100 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link 7L: POA 1 Inflow Area = 0.900 ac, 11.11% Impervious, Inflow Depth = 0.35" for 1-yr event Inflow = 0.41 cfs @ 11.99 hrs, Volume= 0.026 of Primary = 0.21 cfs @ 12.99 hrs, Volume= 0.013 af, Atten= 50%, Lag= 60.0 min Secondary = 0.21 cfs @ 12.99 hrs, Volume= 0.013 of Primary outflow = Inflow x 0.50 delayed by 60.0 min, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 8S: PostDev Unmanaged to POA 2 Runoff = 0.08 cfs @ 12.00 hrs, Volume= 0.006 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 1-yr Rainfall=3.05" Area (ac) CN Description 0.030 98 Unconnected pavement. HSG B 0.240 60 Weighted Average, UI Adjusted CN = 58 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area 0.030 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC *1 Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 1-yr Rainfall=3.05" Preoared by (enter vour comDanv name here) Printed 1/27/2022 Summary for Link 9L: POA 2 Inflow Area = 4.970 ac, 64.95% Impervious, Inflow Depth = 1.70" for 1-yr event Inflow = 0.72 cfs @ 12.99 hrs, Volume= 0.705 of Primary = 0.72 cfs @ 12.99 hrs, Volume= 0.705 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 51 Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 10-yr Rainfall=5.58" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 8 Time span=0.00-48.00 hrs, dt=0.04 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: PostDev ONSITE to Runoff Area=0.830 ac 80.00% Impervious Runoff Depth=4.55" Tc=5.0 min CN=91 Runoff=6.30 cfs 0.314 of Subcatchment 2S: PostDev Off site to Runoff Area=0.170 ac 100.00% Impervious Runoff Depth=5.34" Tc=5.0 min CN=98 Runoff=1.38 cfs 0.076 of Pond 3P: BMP 1 Peak Elev=464.44' Storage=7,073 cf Inflow=7.68 cfs 0.390 of Outflow=1.20 cfs 0.390 of Subcatchment 4S: PostDev ONSITE to Runoff Area=2.830 ac 80.00% Impervious Runoff Depth=4.55" Tc=5.0 min CN=91 Runoff=21.49 cfs 1.072 of Pond 5P: BMP 2 Peak Elev=456.41' Storage=22,094 cf Inflow=22.37 cfs 1.462 of Outflow=9.01 cfs 1.463 of Subcatchment 6S: PostDev Unmanaged to Runoff Area=0.900 ac 11.11% Impervious Runoff Depth=1.65" Tc=5.0 min UI Adjusted CN=60 Runoff=2.68 cfs 0.124 of Link 7L: POA 1 x 0.50 delayed by 60.0 min Inflow=2.68 cfs 0.124 of Primary=1.34 cfs 0.062 of Secondary=1.34 cfs 0.062 of Subcatchment 8S: PostDev Unmanaged to Runoff Area=0.240 ac 12.50% Impervious Runoff Depth=1.50" Tc=5.0 min UI Adjusted CN=58 Runoff=0.64 cfs 0.030 of Link 9L: POA 2 Inflow=9.26 cfs 1.555 of Primary=9.26 cfs 1.555 of Total Runoff Area = 4.970 ac Runoff Volume = 1.616 of Average Runoff Depth = 3.90" 35.05% Pervious = 1.742 ac 64.95% Impervious = 3.228 ac M Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 10-yr Rainfall=5.58" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1 S: PostDev ONSITE to BMP 1 Runoff = 6.30 cfs @ 11.95 hrs, Volume= 0.314 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 0.830 91 Apartments. 80% imp. HSG B 0.166 20.00% Pervious Area 0.664 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Subcatchment 2S: PostDev Offsite to BMP 1 Runoff = 1.38 cfs @ 11.95 hrs, Volume= 0.076 af, Depth= 5.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN 0.170 98 Paved parking, HSG B 0.170 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Pond 3P: BMP 1 Inflow Area = 1.000 ac, 83.40% Impervious, Inflow Depth = 4.68" for 10-yr event Inflow = 7.68 cfs @ 11.95 hrs, Volume= 0.390 of Outflow = 1.20 cfs @ 12.14 hrs, Volume= 0.390 af, Atten= 84%, Lag= 11.3 min Primary = 1.20 cfs @ 12.14 hrs, Volume= 0.390 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 464.44' @ 12.14 hrs Surf.Area= 1,950 sf Storage= 7,073 cf Plug -Flow detention time= 86.5 min calculated for 0.390 of (100% of inflow) Center -of -Mass det. time= 86.5 min ( 858.2 - 771.7) 53 Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 10-yr Rainfall=5.58" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 10 Volume Invert Avail.Storage Storage Description #1 459.00' 4,479 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 15,600 cf Overall - 4,402 cf Embedded = 11,198 cf x 40.0% Voids #2 458.90' 588 cf 18.0" D x 333.0118" Pipe Storage S= 0.0030 T #3 461.00' 4,260 cf StormTech MC-4500 x 40 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #4 461.00' 143 cf StormTech MC-4500 Cap x 4 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 9,470 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 459.00 1,950 0 0 467.00 1,950 15,600 15,600 Device Routing Invert Outlet Devices #1 Primary 458.90' 18.0" Round 18" HDPE L= 135.8' Ke= 0.300 Inlet / Outlet Invert= 458.90' / 455.20' S= 0.0272 7' Cc= 0.900 n= 0.012 #2 Device 1 458.90' 3.0" Vert. 3" Orifice C= 0.600 #3 Device 1 461.90' 4.0" Vert. 4" Orifice C= 0.600 #4 Device 1 464.80' 4.0' long Weir Wall in C3 2 End Contraction(s) 5.9' Crest Height Primary OutFlow Max=1.20 cfs @ 12.14 hrs HW=464.44' TW=456.20' (Dynamic Tailwater) t1=18" HDPE (Passes 1.20 cfs of 21.34 cfs potential flow) 2=3" Orifice (Orifice Controls 0.55 cfs @ 11.20 fps) 3=4" Orifice (Orifice Controls 0.65 cfs @ 7.41 fps) =Weir Wall in C3 ( Controls 0.00 cfs) Summary for Subcatchment 4S: PostDev ONSITE to BMP 2 Runoff = 21.49 cfs @ 11.95 hrs, Volume= 1.072 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 2.830 91 Apartments, 80% imp, HSG B 0.566 20.00% Pervious Area 2.264 80.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC 54 Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 10-yr Rainfall=5.58" Prepared by (enter your company name here) Printed 1/27/2022 HydroCAD® 9.10 s/n 07054 02011 HydroCAD Software Solutions LLC Paae 11 Summary for Pond 5P: BMP 2 Inflow Area = 3.830 ac, 80.89% Impervious, Inflow Depth = 4.58" for 10-yr event Inflow = 22.37 cfs @ 11.96 hrs, Volume= 1.462 of Outflow = 9.01 cfs @ 12.07 hrs, Volume= 1.463 af, Atten= 60%, Lag= 6.9 min Primary = 9.01 cfs @ 12.07 hrs, Volume= 1.463 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Peak Elev= 456.41' @ 12.07 hrs Surf.Area= 5,060 sf Storage= 22,094 cf Plug -Flow detention time= 223.8 min calculated for 1.461 of (100% of inflow) Center -of -Mass det. time= 224.1 min ( 1,024.3 - 800.2) Volume Invert Avail.Storage Storage Description #1 449.00' 12,169 cf Stone Bedding Storage (Prismatic) Listed below (Recalc) 43,060 cf Overall - 12,638 cf Embedded = 30,422 cf x 40.0% Voids #2 448.75' 655 cf 42.0" D x 68.1'L 42" Pipe Storage S= 0.00377 #3 452.00' 12,353 cf StormTech MC-4500 x 116 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #4 452.00' 286 cf StormTech MC-4500 Cap x 8 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 25,462 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 449.00 100 0 0 450.00 5,060 2,580 2,580 458.00 5,060 40,480 43,060 Device Routing Invert Outlet Devices #1 Primary 448.55' 24.0" Round 24" HDPE L= 20.0' Ke= 0.300 Inlet / Outlet Invert= 448.55' / 446.50' S= 0.1025 7' Cc= 0.900 n= 0.012 #2 Device 1 448.55' 2.9" Vert. 2.9" Orifice C= 0.600 #3 Device 1 454.00' 40.0 deg x 2.50' rise 40deg Vee Notch C= 2.57 #4 Device 1 456.50' 6.0' long Weir Wall in A4 2 End Contraction(s) 7.4' Crest Height #5 Primary 458.00' 6.0' long Overflow DI-7 Grate 2 End Contraction(s) 9.5' Crest Height Primary OutFlow Max=8.88 cfs @ 12.07 hrs HW=456.39' TW=0.00' (Dynamic Tailwater) 1=24' HDPE (Passes 8.88 cfs of 45.65 cfs potential flow) Lr2_2.9" Orifice (Orifice Controls 0.61 cfs @ 13.38 fps) F-3=40deg Vee Notch (Weir Controls 8.27 cfs @ 3.97 fps) Weir Wall in A4 ( Controls 0.00 cfs) =Overflow DI-7 Grate ( Controls 0.00 cfs) 55 Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 10-yr Rainfall=5.58" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 12 Summary for Subcatchment 6S: PostDev Unmanaged to POA 1 Runoff = 2.68 cfs @ 11.97 hrs, Volume= 0.124 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 0.800 58 Woods/grass comb., Good, HSG B 0.100 98 Unconnected pavement, HSG B 0.900 62 Weighted Average, UI Adjusted CN = 60 0.800 88.89% Pervious Area 0.100 11.11 % Impervious Area 0.100 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC Summary for Link 7L: POA 1 Inflow Area = 0.900 ac, 11.11 % Impervious, Inflow Depth = 1.65" for 10-yr event Inflow = 2.68 cfs @ 11.97 hrs, Volume= 0.124 of Primary = 1.34 cfs @ 12.97 hrs, Volume= 0.062 af, Atten= 50%, Lag= 60.0 min Secondary = 1.34 cfs @ 12.97 hrs, Volume= 0.062 of Primary outflow = Inflow x 0.50 delayed by 60.0 min, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Summary for Subcatchment 8S: PostDev Unmanaged to POA 2 Runoff = 0.64 cfs @ 11.97 hrs, Volume= 0.030 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs Type II 24-hr 10-yr Rainfall=5.58" Area (ac) CN Description 0.030 98 Unconnected pavement. HSG B 0.240 60 Weighted Average, UI Adjusted CN = 58 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area 0.030 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, TOC �1y Post-Dev EBE COMPLIANT Post Development - EBE-COMPLIANT DESIGN Type 1124-hr 10-yr Rainfall=5.58" Prepared by {enter your company name here} Printed 1/27/2022 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 13 Summary for Link 9L: POA 2 Inflow Area = 4.970 ac, 64.95% Impervious, Inflow Depth = 3.75" for 10-yr event Inflow = 9.26 cfs @ 12.07 hrs, Volume= 1.555 of Primary = 9.26 cfs @ 12.07 hrs, Volume= 1.555 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.04 hrs 4A SWM Quality Requirements: VRRM Re -Development Spreadsheets 58 Protect Name: AB[ Bloc, I Mass Gratling- Major AmentlmeM (or Multifamily Date: 1/ 7Mn ... Linear Development Project? No Information Development Project (Treatment Volume and Loads) Enter Total Disturhed Area(acres) 4 5.10 xsiagea�Tunl�l-emwae. yaemra, meeae/mamaae I�emna.ceaa.me<n �� Lora Lover eonNne values ulaMti elk [heck: BMP design Specifiicotionslist, 2013 Draft Ras&Specs thm:prolecV No Landcoveramosentereacarrectiy? ✓ 7obldisMmed area entered? ✓ b. sub -I& esmsb,ar 1Qaaeu,,,l ban and waymmmlmnq Odd x� veounag waynmealap ago om absomad To' Imparvbe tern boreal o.m om leaverinel all bits'speareat—) 1. pa OLLt bee Treatment Volume and Nutrient Laatl p,nneoe In ;xmnl valun< cant cameo prreeoeael ;�nreelumnvamne 1 25 Pre-soavetpmaMTPwd Ilb/nl rRaanaabpmaa—mrare m=Nwl a� malkn,t Irma.n,,am.pPi�aaao=p.P,a...epm..,,.a a.a„a.,aPe�� aea oarclepemt ,a.doe..sw,a mvmNavmpamee. naxloPm spa.am, Iana.l G m.a, ma.l ai .raviima.n dm rc ,aee_ .lrm,. suddreso a.B .,a Itm, Ingham e.1-11 oa0 ,mice .1i 45 D.m Imle,r ,ass, aw wxp„M nr it., o.m ,rams—maemnel S. xrin^pa,vlussl % 1p1r,1,1 - ale',u,a ano aa—lla— pap Peru xpnenemW 0,95 eanmpminul xlre seas. Li. n ewaalaaml peaseteassup, .,.a Treatment Volume and Nutrient Lead eaacPnevm me *� ozab ue *re,rae 0a.23 Lear") ourna) —.in— Pe ep T"ursat Tre, anionicLtean eu laoekeeete�nPuln l nl p,oennl aen, Terelupmad 9.11 am "o-aesues mm andT1 ss61 Oslo) 1-1 As Im/M �I�a/weMl >m n1-.... am Ran a..—mwaul : TvlawSMaamm� reload MauNen "meetb undreamed arcs 0.10 xqunetlMMxew S.Bo le/nl llb/yrl ♦neevcvw eanwnevaamepnem lme TP Load ReduDion Required (lb/yr) I 58g 1Xj «RAN . snmmdd va ARG AL"Ca, Drainage Area A Oramaee Area A Lane Cover lacteal Asotle Rsolb C.I. DSells Totals Ian Card, No .m To,/Dma sw,a (a,a) D.m U.UU mg M.Toof ad a12 oaz 0.20 [cval.val 0.21 0.)1 0.95 a.I 0.8 Stormwater Best Manaeement Practices (RR= Runoff Reduction) Tatal Phosphorus Available for Removal in DA A (lb/yr) 1.59 Pod ConselopmeM Treatment Volume In DA A (Fill 2,SSG Selen(mmamotlewLses— Runoff Managetl Turf ImpeMous Volumefrom RerrWnlrp Total Aide Phosphorus PFseptione, Land Untreated PFospFoms Remaining pM[tl[e Redutlbn CreNtgrea Caver Upstrtam Runoff Rum Removal fiom Upstrtam PhosphorusWad0.emavetl By PFmpM1ami Load Downstrosern to be Credit l%1 (aneQ Am. Area (axs) psa¢ti¢e lkel s Redutlian (ftl fie)Volume (F.1 Volume Volume lf[el Elri¢ienry(%) Pn¢tias (lb) to Pntlicellbl PnRI¢Ilbl Ilb) Employetl a.V,mrsdd Fournl ls,45) tau Rm,n lscee«sl 21 Smpk Okmmaz'tion to No Smk Ispdn) 2b. sample pkmmn'ti.n he CN is Ispanl later ri .I a, m=o,:uo�.nAs lea.nrcw or 11 ism, a")- . Wad a, F,mrn Dnm nl, orkeno"'Dram) . nz saran - . ailsp�M1 a,2gT -to . IN,a,mann. z nMidan_Esesdareare ow mx.rea.mN lspa 1 0 1 1 1 0 ned 0.- nnand. um.�m,Kaamala�lsm. M, nPmaa. Al - . a.semear. as.nmsnlspdnlarm - amaFkP.1anmsAtL..1) as as rna¢b N. 1. Goes, . nss Lannow,40 b.a lspd n) . .aa uanaa as m comma Amamm son. mar,,(,— pa Ml 21 I I I I I I - . Ad a. .elenlspanDl In 1. sso.aenlspe,nDl a. ao,dannnna, �1andmrmmn al a. e,mmorof DfaaM) F mrem000 n lspd n) a. nlspa nisi napa.l5) 9a. uamod m cooarvaaoa wa, W n snk apaXn R.6 uaasnw m m.arvaan xa, 40 soak a. a snmod m vgd,mdared � Rw Smp. A soak o, compomAmaodm N4nsm. sD U D U o D Dm Bm n.m om lsvan awl TOTALIMI4RVIOUSCOVERTREAno(a[) 000 AREA CHECK: OR TOTAL MAHAGEOIV RF AREA TREATED (a[) 0.00 AREA CHECK: OK. TOTALRUNOFFREDUCTIONINDA.Alft) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A 11b/yr( "I TOTAL PHOSPHORUS REMOVED WUH RUNOFF REDUCTION PRACTICES IN D.A. Al1stir( 0.ad XOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PMLTICES IN O.A.APb/yr( 1.S9 SEE WATER QUALITY COMPLIANCE TAB a Firanrc P.... «l lsm..ulrun - 1 vF Hbaarc tissues III npanH D D D D D Bs Dm D.To om rem a. a wmnlspe ores, Isb.. pam«v Angus, Pl.ml efas, al - a. ar Pon As P,.141 -a. 100- III a Pearal «a 1Cmwl PFlnl(1Pdwlal It. manuramrtanamenu—.- mmandamnK - age. M1D-Hnmrc lad, wdnaam,drt,eammt oa rcdF an"S .,. Ed.adsorman nsomw peamG. os, TOTAL IMMWIWS COSER TREATEO(ac) 0.71 AAWC-EC OR. TOTALMANAGEOTURFAREATREATED(ac) 0.12 AREA CHECK: OR. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE)Ib/Yd 0.80 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A )16/yrl 159 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN DA, A)ib1sr) 1.02 TOTAL PHOSPHORUS REMOVED WOH RUNOFF REDUCTION PRACTICESM DA. A)Ib/yr) O.W TOTAL PHOSPHORUS LOAD RMUCOOH ACHIEVED IH DA.A)Ib/yr) 1.02 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RMP LOAD REDUCTIONS IN DA. A)Ib/yd 0.52 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PMCOCESIN A. AIIb/yr/ 0.0R N ITROGEN REMOVED WITHOUT RUNOFF REDUCTION PMCOCES IN D.A.A)ILIIET Olq TOTAI NITROGEN REMOVEOIH DA.AIIb/yr) 0. "Fam Rea., Comma..",.., CAN Drainage Area B Oralnaee Area A Land Cover lateral as,ik REah, CS.N 0sails Totak And Cove, E. froomemn'm,a(-no) ono D.m Memgm 'howl 0.as Cob C,. [cvnlaval 2.32 1 2.32 0.95 otal 2.83 Stormwater Best Manaeement Practices (RR= Runoff Reduction) Total Phosphorus Available for Removal in D.A. 5(Ib/yr) 5.36 Post Oerelopment Treatment Volume in D.A. B IN) 1 B,SD2 —4lMEmm armadow r fil RunoR Managed Tusf Volumeamm Re TOUt pM1aspM1oms Phosphorus unina ee Phosphorus R Pli[[I[! Redit CfMlt Arta ono Credit Upstreon,joem duto Reduction merely Rmiei ent Treatment peencyI Land from PM1aspM1arus Remo¢etl By PM1ospboms laspho Dawmtream PnRice to be Credit l%1 rau (xms) Area (many) area laves) PmRicelk'i (ry') Volume (I[') Volume(N') Efficiency IN) Upstream Lead Do praRicellb) toad hbi Employed Practices llbi PraRice(Ib) I.. rrrrea Mo,n Oven.) 45 1h.,onat aRacynawn Fs) to Untantrommimmill 1a.'imps Oe,s.rown visoik Doi 2 LSmNe Darmenoon to c/D se, (V-n) out Awarded! Feet Pane pen, ma�s zum.(sYreB 4A sons) One, ml 3 a. To ory will o, Porm onm 11, o.nmm�anon betel Ani ainnneaun�#2 ,ol env Sp TaRrinGemmgl. Morandenes .1('pen wsl shistranywous=n,(I,-AS 2h.1 m1--.—Ing Open nl aMpends .,her b..weenISpeerpp3al a. .--Its e.einme.l Open At) emeaue Mmmmt n love ten a. — Crowd a/R Calk Down RR Gres, Chimes C/o gas l'p%U) I,.. Chore wM[ompoe[a warned sm, as Far miens Lt.. open all ad a.DrySeassinGsperend sAOrv'wsn OPeennl W L 41-Ad An .R orr snn ImeneseressmanOme.Rl on ..,enemaa ar, or burr enreammri At ad a.lnfratir ten Open lrel h. Inflater, A? Open.RI L L I, L do L en RD ra I',.) . insists. to Coneer aan wee, SIR sons Open nl Bn sneemow to consemaon Area, C/o Salk Now-D :.'.. mwome lHnesmp.asulkor CenPmamendeavCrowne so R R o R R Rm om Rm ARo One. Am) TOTAL IMPERWOUS COVERTREATEOIa[) LOU AREACXECN: OB. TOT AL TURF AREATREATEO Ix) O.UU AREACl1EC8: OR. TOTAL RUNOFF REDCCTION IN DA. B uni) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (IIE/VrI 5.3C TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN O.A. B (Ib/yrl 000 TOTAL PHOSPHORUS REMAINING AMR APPLYING RUNOFF REDUCTION PRACTICES IN DA. B(lb/Vr) 5.3f SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPUANCE CALCULATIONS 10. Wet Swale lno RRl Ill. Filtering Practices (no RR) ]2. Constructed WMland(no RR) e. et n nlSpeenal IrVyArpam»1(Cnaoa Puall3p R14) .e, rr Pon, "0, fitted 131. we Porn #I ICmml man) Open wlal 1aa.manuheteraTreatmemoevee- Iryemnvno". to b. marim...a, Terrorist Cmrs-Moing Is c Memateoeed Tmonem .-we TOTAL IMPERVIOUS COVE RTREATED Ia[) 2.do AREACXECH: Or. TOTAL MANAGEDTURF AREATREATEO (x) O.Vfi AREA CXECE: ON. TOTALPHOSPXORUS REMOVAL REQUIRED ON SITE IIb/yr) 0.80 TOTALPHOSPHORUSAVAILABLEFORREMOVALIND.A.B(Ib/VrI "'d TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PMCFICES IN D.A. A(Ib/yr) 2.1< TOTAL PHOSPHORUS REMOVEO WITH RUNOFF REDUCTION PRACTICES IN D.A. B fla/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN CA. B IIb/yr) 2.14 TOTAL PHOSPHORUS REMNNING AMR APPLYING BMp UtaO REDUCTIONS IN D.A. B (IEIF:I 3.21 SEE WATER DUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NRROGEN REMOVED WITH RUNOFF REDUCTION PMCTICES IN DA. 5(Iityr) O.00 NFTROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN DA. B(lb/yr) O.00 TOTaI NITROGEN REMOVEOIN DA. B(Ib/yr) O.Ou Site Results (Water Quality Compliance) Area Checks D.A.A D.A.B D.A.0 D.A.D D.A.E AREAMECK FOREST/OPEN SPACE (a[)=O�OK. DwOR.OVER Ia[I IMPERVOUS COVER TREATED IaQ DG0 am 0.00 aw DOD 0.00 OK. OK. MANAGEDTURFAREA(a[)DOD 0.00 M.K. DOD 11 OR. MANAGED TURF AREA TREATED (a[)0.00 0.00 ROD OK. AREA CHECK OK. OR. Site Treatment Volume (ft?)JI 12,905 Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. D O.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (Fta) 0 0 0 0 0 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 1.59 5.34 MM 0.00 O.N 6.90 TPLOADREOUCTIONACHIEVED (Ib/yr) 1.02 2.14 0.00 O.N 3.15 TP LOAD REMAINING IIb/yr) 0.57 3.21 aw DOD 378 NITROGENLOADREOUCTIONACHIEVED (Ib/yr) 0.00 Dw DOD 0.00 O.W 0L0 Total Phosphorus FINALPOST-OEVELOPMENTTPLOAO(Ib/yr) 8.11 TP LOAD REDUCTION REQUIRED (Ib/yr) 5.89 TPIDADREOUCTIONACHIEVED (Ib/yr) 3.15 TP LOAD REMAINING Qb/yQ: 9.95 REMAINING TP LOAD REDUCTION REQUIRED IIb/yrl: 2.]4 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT WAD (Ib/,) 58.00 NITROGEN LOAD REDUCTION ACHIEVED IIb/yrl 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD IIb/yr) 58.00 f-4 Virginia Runoff Reduction Method W oriaheel DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List 2013 Draft Soft & Specs Site Summary Project Title: ABC Block 1 Mass Grading- Major Amendment far Muhifamily Data 44588 Total RaiMa11(in): 43 Total Disturbed Acreage: 5.40 Site land Cover Summary Pre-ReDevelopment Land Cover (acres) Asails BSoils [Soils DSells Totals "Tool Forest/Open (acres) 0.00 0.90 0.00 0.00 0.90 17 Managed TurfI cres) 0.00 4.50 0.00 0.00 4.50 83 Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 0 5.40 100 Post-ReDevelopment Land Cover (acres) !.Li BSails CSoils 0Sails Toals %af Total Forest/Open (acres) -Is 0.00 0.00 0.00 0.00 0.00 0 Managed To, (acres) 0.00 2.10 0.00 0.00 2.10 39 Impervious Cover(acres) 0.00 3.30 0.00 0.00 3.30 61 5.40 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Port- Post- d Pre- (posbReDevelopmem ReDevelopment Development ReDevelopment eDevel pmen & New Impervious) (New lmpervbus) Site Rv 0.66 0.20 0.95 0.20 Treatment Volume (ffs) 12,905 1,525 11,380 1,525 TP Load (lb/yr) 8.11 0.96 7.15 0.96 Baseline TP Wad(lb/yrj: 0.861- 'RMuarbn bebw nevi develvpmenr and llm4a6on in, re9wmd Total TP Load Reduction Required (Ib/yrj 5.89 0.10 5.80 Final Post -Development Load (Past-ReDevelopment&New Impervious) pro- ReDevelopment TN Load (lb/yr) 58.00 15.12 pre- Final Post -Development Post-ReDevelopment TP ReDevelopment TP Load peracre TP Load per ac Load per acre Ib a (Ib/acre/Yr)re (lb/acre/vr) Om 1.50 0.46 ---------------------------------------------------------------------------------------------------------------------------------------------------- Site Compliance Summary Maximum% Reduction Required Below 20% 'Note:% Reduction gill reduce post -development TP load to less than or equal to baseline load of 0.861b/yr(0411b/ac/yr) pre-ReDevelopmerd Watl (RequirM reduction for Past-ReDev.= PaseReDev TY load- baseline lmtl of flivil dejerl, baseline love= Sint area x 0.411b/arJyr Total Runoff Volume Reduction (ffs) 0 Total TP Load Reduction Achieved(lb/W) 3.15 Total TN Lwtl Reduction Achieved(Ib/yr) 0.00 Remaining Part Development TP Wad (Ib/1"1 495 Remaining TP Wand Reduction llb/yrj 2.74 Required 'Reduction bebw new development load limimlion not required ---------------------------------------------------------------------------------------------------------------------------------------------------- Drainage Area Summary DA.A DA.6 DAC DAD DA.E Total Forest/Open (arm) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.12 OA6 0.00 0.00 O.DO 0.58 Impervious Cover(acres) 0.71 2.37 0.00 0.00 O.Do 3.08 Total Area (acres) 0.83 2.83 0.00 0.00 0.00 3.66 Drainage Area Compliance Summary D.A.A D.A.B DAC DAD DA.E Total TP Load Reduced lib/yr) 1.02 2.14 0.00 0.00 0.00 3.15 TN Wad Reduced (Ib/yr) 0.00 0.00 O.DO O.D0 0.00 0.00 63 Summary Pdnt Virginia Runoff Reduction Method Worhsh nd Drainage Area A Summary Land Cover Summary ASoils Bsoils [boils DSoiLs Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) I OAO 0.12 0.00 0.00 0.12 14 Impervious Cover (acres) 1 0.00 0.71 0.00 0.00 OJ1 86 0.83 BMP Selections Managed Turf Impervious Cover TP Load from BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit a Credit Area Volume (ks) Upstream to practice (Ibs) (Ib/yr) (Ib/yr) to be Employed (acres) () (aces) practices (Ibs) 14.a. Manufactured Treatment Device- 0.12 0.71 2,535.56 0.00 1.59 0.64 0.95 14.b. MTD- Filtering Hydrodynamic 14.b. Manufactured Treatment Device. Filtering 2,535.56 0.95 0.00 0.39 0.57 Total Impervious Cover Treated(acres) 0.71 Total Turf Area Treated (acres) 0.12 Total TP Load Reduction Achieved in D.A. (lb/yr) 1.02 Total Tn Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area B Summary Land Cover Summary A Soils Bsoils CSoils DSoils T.M %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.46 0.00 0.00 0.46 16 Impervious Cover (acres) OAO 2.37 0.00 0.00 2.37 84 2.93 BMP Selections Managed Tuff Impervious Cover BMPTreatmem TP Load from Untreated TP TP Relyr) TP Remaining Downstream Treatment Practice fretli[Area Credit Area Volume (ks) Upstream (Ibs) to Practice (Ibs) (Ib/yr) (Ib/yr) to be Employed (acres) (acres) Practices(Ibs) 14.b. Manufactured Treatment Device. Filtering 0.46 2.37 8,506.91 0.00 5.34 2.14 3.20 Total Impervious Cover Treated (acres) 2.37 Total TurfArea Treated (acres) 0.46 Total TP Load Reduction Achieved in D.A. (lb/yr) 2.14 Total Tn Load Reduction Achieved in D.A. (lb/yr) 0.00 64 Summary Print Other SWM Calculations VDOT Outlet Protection Nomographs 65 ABC BLOCK 1 Inlet Drainage Area Summary Impervious C Pervious C Woods C 0.9 0.3 0.2 To Inlet Area % Imp. Impervious Turf C A E3 10,050 60% 6,030 4,020 0.66 0.23 E2 00 0% 0 0 0.00 0.00 El 00 0% 0 0 0.00 0.00 D2 13,760 90% 12,384 1,376 0.84 0.32 Dl 00 90% 0 0 0.00 0.00 C4 00 0% 0 0 0.00 0.00 C3 2,260 90% 2,034 226 0.84 0.05 C2 2,020 10% 202 1,818 0.36 0.05 C1A 27,110 80% 21,688 5,422 0.78 0.62 Cl 00 0% 0 0 0.00 0.00 134 5,850 80% 4,680 1,170 0.78 0.13 133 9,290 80% 7,432 1,858 0.78 0.21 1326 18,720 80% 14,976 3,744 0.78 0.43 62A 00 0% 0 0 0.00 0.00 132 18,780 60% 11,268 7,512 0.66 0.43 131 1,160 80% 928 232 0.78 0.03 AS 00 0% 0 0 0.00 0.00 A4 00 0% 0 0 0.00 0.00 A3 00 0% 0 0 0.00 0.00 A2 00 0% 0 0 0.00 0.00 Al 13,180 30% 3,954 9,226 0.48 0.30 AO 00 0% 0 0 0.00 0.00 F2 19,300 50% 9,650 9,650 0.60 0.44 Fl 00 0% 0 0 0.00 0.00 EX. CULVERT 14,745 20% 2,949 11,796 0.42 0.34 8" DRAIN 10,000 100% 10,000 0 0.90 0.23 12" DRAIN 20,000 100% 20,000 0 0.90 0.46 :ty LD-204 ABC BLOCK 1 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only .0 ro ro Z Q aa) Z CL d d ca 9 >, a aa) CL o- a) a) Q a) a C a) O U E s > to m O � C O O `� U C d O- N ❑ C O) rn C t5 O i 'C y E wCL w x L N .O• U Y h > Y N L w a) ❑. O O M m M Q a�i croi m o � o o CL m -o x -o cn U U ¢ U Ci d C3 C7 0- U C7 U ❑ o a O U O 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 (ft) (ac) (in/hr) (cfs) (cfs) (cfs) ('/') ('/') ('/') (ft) (in) (cfs) (cfs) (in) (in) (ft) E3 DI-3A 2 0.23 0.66 0.15 4.0 0.61 0.61 0.015 0.015 0.020 0.083 2.2 6 0.37 2.9 6.5 0.99 0.99 2.6 6 0.43 4.5 D2 DI-313 10 0.32 0.84 0.27 4.0 1.06 1.06 0.015 0.020 0.040 - 2.0 6 0.33 4.1 6.5 1.72 1.72 2.4 6 0.40 4.9 C3 DI-313 8 0.05 0.84 0.04 4.0 0.17 0.17 0.015 0.030 0.030 - 1.5 0.8 100.0% 0.17 0.00 6.5 0.28 0.28 2.8 1.0 100.0% 0.28 0.00 C2 DI-313 4 0.05 0.36 0.02 4.0 0.07 0.07 0.025 0.050 0.000 0.083 0.8 0.8 100.0% 0.07 0.00 6.5 0.11 0.11 0.9 0.9 100.0% 0.11 0.00 CIA DI-313 10 0.62 0.78 0.49 4.0 1.94 1.94 0.015 0.010 0.020 0.083 3.0 6 0.50 6.4 6.5 3.16 3.16 3.5 6 0.58 8.3 134 DI-3A 2 0.13 0.78 0.10 4.0 0.42 0.42 0.015 0.015 0.015 0.083 1.9 6 0.32 1.9 6.5 0.68 0.68 2.3 6 0.38 3.7 133 DI-313 8 0.21 0.78 0.17 4.0 0.67 0.67 0.015 0.020 0.020 0.083 2.1 6 0.35 2.8 6.5 1.08 1.08 2.6 6 0.43 4.3 13213 DI-313 10 0.43 0.78 0.34 4.0 1.34 1.34 0.015 0.030 0.030 1.8 6 0.30 5.0 6.5 2.18 2.18 2.1 6 0.35 6.0 132 DI-313 10 0.43 0.66 0.28 4.0 1.14 1.14 0.015 0.016 0.015 0.083 2.7 6 0.45 5.7 6.5 1.85 1.85 3.0 6 0.50 7.8 Al DI-3C 6 0.30 0.48 0.15 4.0 0.58 0.58 0.015 0.008 0.020 2.4 6 0.40 3.8 6.5 0.94 0.94 2.8 6 0.47 5.4 F2 DI-313 8 0.44 0.60 0.27 4.0 1.06 1.06 0.015 0.017 0.020 0.083 4.5 2.6 100.0% 1.06 0.00 6.5 1.73 1.73 6.3 3.0 100.0% 1.73 0.00 EX. CULVERT DI-313 10 0.34 0.42 0.14 4.0 0.57 1.06 1.63 0.015 0.020 0.020 0.083 3.9 12 0.33 2.2 6.5 0.92 1.73 2.65 13.0 12 1.08 11.6 Note: inlet in ditch. No conflict LD-229 Storm Drain Design Computations ABC BLOCK 1 From To Catch. Runoff Increment Accum. Total 10-yr 10-yr Up Down Pipe Invert Pipe Pipe Velocity Flow time Structure Structure Area Coef AC AC TOC Intensity Flow Invert Invert Length Slope Diameter Capacity Increment (ac) (min) (in/hr) (cfs) Elev. Elev. (ft) % (in) (cfs) (ftls) (min) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 E3 E2 0.23 0.66 0.15 0.15 5.00 6.81 1.04 474.00 467.20 113.15 6.01 % 15 17.1 7.7 0.24 E2 E1 0.22 0.90 0.20 0.56 5.24 6.74 3.76 467.00 464.00 25.81 11.62% 15 23.8 12.6 0.03 E1 BMP 1 0.00 0.00 0.00 0.56 5.28 6.73 3.75 461.20 461.19 2.00 0.50% 24 17.4 4.3 0.01 D2 DI 0.43 0.84 0.36 0.36 5.00 6.81 2.44 462.50 461.20 23.23 5.60% 15 16.5 9.7 0.04 D1 BMP 1 0.00 0.00 0.00 0.36 5.00 6.81 2.44 461.20 461.19 2.00 0.50% 24 17.4 3.7 0.01 C3 C2' 0.05 0.84 0.04 0.04 5.00 6.81 0.94 458.90 455.20 135.80 2.72% 18 18.8 5.6 0.40 C2 Ct 0.05 0.36 0.02 0.06 5.40 6.70 1.34 455.00 452.50 28.59 8.74% 18 33.6 9.1 0.05 CIA C1 1.02 0.78 0.79 0.79 5.00 6.81 5.41 459.00 455.50 41.00 8.54% 15 20.4 14.0 0.05 C1 BMP 2 0.00 0.00 0.00 0.85 5.46 6.68 6.31 452.20 452.19 2.00 0.50% 24 14.0 6.5 0.01 B4 B3 0.24 0.78 0.19 0.19 5.00 6.81 1.30 453.50 453.30 21.65 0.92% 15 7.2 4.2 0.09 B3 B2 0.21 0.78 0.17 0.36 5.09 6.79 2.42 453.10 452.60 77.13 0.65% 15 6.0 4.4 0.29 B2B B2A 0.65 0.78 0.51 0.51 5.38 6.70 3.40 453.40 453.00 61.78 0.65% 15 6.0 4.8 0.21 82A B2 0.00 0.00 0.00 0.51 5.59 6.64 3.37 452.80 452.60 30.85 0.65% 15 6.0 4.8 0.11 B2 B1 0.43 0.66 0.28 1.15 5.70 6.61 7.60 452.40 452.20 21.87 0.91% 18 10.9 6.6 0.06 B1 BMP 2 0.03 0.78 0.02 1.17 5.75 6.60 7.72 452.20 452.19 2.00 0.50% 24 17.4 5.4 0.01 A4 A3' 0.00 0.00 0.00 0.00 5.00 6.81 8.90 448.55 446.50 20.00 10.25% 24 78.5 16.5 0.02 A3 A2 0.00 0.00 0.00 0.00 5.02 6.80 8.90 443.50 440.50 28.00 10.71 % 24 80.2 16.8 0.03 A2 At 0.00 0.00 0.00 0.00 5.05 6.80 8.90 435.00 432.50 80.00 3.13% 30 78.6 10.6 0.13 At AO 0.30 0.48 0.15 0.15 5.17 6.76 9.88 432.00 430.67 60.00 2.22% 30 66.2 9.7 0.10 F2 F1 0.44 0.60 0.27 0.27 5.00 6.81 1.81 451.20 451.00 25.49 0.78% 15 6.2 4.5 0.09 EX. CULVERT OUTLET 0.34 0.42 0.14 0.41 5.09 5.09 2.08 2.00% 15 7.9 5.4 `SLOPE TO BE VERIFIED. FLOW IS LESS THAN EXISTING 8" DRAIN B4 0.23 0.90 0.21 0.21 5.00 6.81 1.41 1.20 1.00 10.00 2.00% 8 2.0 5.8 12" DRAIN B3 0.46 0.90 0.41 0.41 5.00 6.81 2.81 1.20 1.00 10.00 2.00% 12 5.5 7.0 ' 10-Yr Peak Runoff from HydroCAD Modelling Cpmputed for analysis of sewer downstream BMP " 100-Yr Peak Runoff (Rational Method) Computed for analysis of sewer downstream BMP 68 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report 70 3 Hydrologic Soil Group —Albemarle County, Virginia 3 � a a 4 UD N WpUrN 71760 n73M ] 7370 ] 7410 ] 7450 717490 717MO 3 c Map Sok:1:1,870Ppriikd onAkndsope(11"x8.5")sheet N f01ek s 0 25 a7 teD iW 0 50 tOD 28D 311 AFeet Map projection: Web Merralnr Carnermord tubas: WGS84 Edge &s: UIM Zone 17N WGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 77rn0 7P610 7P05D WUDN WW 0' la' N ]7690 3 m Fi 11/3/2021 71 MAPLEGEND Area of Interest (AOI) Area of Interest (AD[) Soils Soil Rating Polygons 0 A Q AID Q B Q B/D o C 0 CID 0 D O Not rated or not available Soil Rating Lines ~ A ~ AID N B �y B/D N C N C/D N D 0 Not rated or not available Soil Rating Points A e AID ❑ B ❑ B/D Hydrologic Soil Group —Albemarle County, Virginia ❑ C p CID D 0 Not rated or not available Water Features Streams and Canals Transportation H Rails N Interstate Highways ,.� US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the 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 15, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 14, 2019--Oct 15, 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. tlSDA Natural Resources Web Soil Survey 11/3/2021 72 011111111111 Conservation Service National Cooperative Soil Survey Hydrologic Soil Group —Albemarle County, Virginia Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 27B Elioak loam, 2 to 7 percent slopes B 4.1 61.4% 27D Elioak loam, 15 to 25 percent slopes B 1.2 17.6% 34B Glenelg loam, 2 to 7 percent slopes B 0.1 1.8% 39D Hazel loam, 15 to 25 percent slopes B 1.3 19.3% Totals for Area of Interest 6.7 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Natural Resources Web Soil Survey 11 /3/2021 Conservation Service National Cooperative Soil Survey 73 10/27/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA* le '" Latitude: 38.00730, Longitude:-78.51760 i Ili Elevation: 429.65 ft** s ' source: ESRI Maps`a y "source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF gEa hD ical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in in4 Average recurrence interval (years) Duration 000 10 25 50 100 200 500 0.352 0.419 0.491 0.552 0.622 0.675 0.725 0.772 0.828 5-min (0.317-0.391) (0.378-0.466) (0.442-0.544) (0.496-0.611) (0.556-0.686) (0.601-0.745) (0.642-0.799) (0.679-0.851) (0.721-0.915 0.563 0.670 0.786 0.883 0.991 1.08 1.15 1.22 1.31 10-min F� (0.506-0.625) (0.605-0.744) (0.708-0.872) (0.793-0.978) (0.886-1.09) (0.957-1.19) 1 (1.02-1.27) 1 (1.08-1.35) 1 (1.14-1.45) 0.703 0.842 0.995 1.12 1.26 1.36 1.46 1.54 1. 55 15-min (0.633-0.781) (0.760-0.936) (0.895-1.10) 1 (1.00-1.24) 1 (1.12-1.39) 1 (1.21-1.50) 1 (1.29-1.61) 1 (1.36-1.70) 1 (1.44-1.82) 0.964 1.16 1.41 1.62 1.86 2.05 2.23 2.40 2. 22 30-min (0.868-1.07) 1 (1.05-1.29) 11 (1.27-1.57) 1 (1.45-1.79) 1 (1.66-2.05) 1 (1.83-2.26) 1 (1.98-2.46) 1 (2.12-2.65) 1 (2.28-2.90) 1.20 1.46 7.81 2.11 2.48 2.78 3.07 3.37 3.76 60-min (1.08-1.34) 1 (1.32-1.62) 1 (1.63-2.01) 1 (1.89-2.33) 1 (2.21-2.73) 1 (2.47-3.06) 1 (2.72-3.39) 1 (2.97-3.72) 1 (3.28-4.16) 1.44 1.75 2.19 2.57 3.06 3.47 3.89 4.32 4.92 2-hr (1.27-1.65) 11 (1.53-2.00) 1 (1.92-2.49) 1 (2.26-2.92) 1 (2.67-3.47) 1 (3.01-3.93) 1 (3.35-4.40) 1 (3.70-4.89) 1 (4.16-5.57) 1.58 1.97 2.39 2.87 3.34 3.80 4.26 4.74 5.40 3-hr (1.38-1.82) 1 (1.67-2.20) 1 (2.09-2.75) 1 (2.44-3.22) 1 (2.90-3.83) 1 (3.27-4.33) 1 (3.65-4.86) 1 (4.03-5.41) 1 (4.53-6.17) 2.02 2.44 3.03 3.57 4.29 4.92 5.57 6.28 7.29 6-hr F (1.79-2.29) 1 (2.15-2.76) 1 (2.67-3.43) 1 (3.13-4.03) 1 (3.74-4.84) 1 (4.25-5.53) 1 (4.78-6.27) 1 (5.33-7.07) 1 (6.09-8.21) 2.55 3.07 3.83 4.53 5.52 6.39 7.33 8.37 9. 00 12-hr (2.25-2.92) 11 (2.71-3.52) 1 (3.36-4.38) 1 (3.97-5.18) 1 (4.79-6.27) 1 (5.50-7.25) 1 (6.23-8.32) 1 (7.02-9.48) 1 (8.14-11.2) 3.05 3.69 4.72 5.58 6.85 7.95 9.16 10.5 12.5 24-hr (2.74-3.42) 1 (3.32-4.14) 1 (4.23-5.28) 1 (4.98-6.22) 1 (6.08-7.62) 1 (7.00-8.82) 1 (8.00-10.1) 1 (9.07-11.6) 1 (10.6-13.8) 3.59 4.36 5.54 6.52 7.94 9.12 10.4 11.8 13.9 2-day (3.22-4.01) 1 (3.91-4.87) 1 1 (5.82-7.26) 1 (7.03-8.82) 1 (8.03-10.1) 1 (9.09-11.6) 1 (10.2-13.1) 1 (11.8-15.5) 3.83 4.64 5.89 6.93 8.42 9.68 11.0 12.5 14.7 3-day (3.48-4.23) 1 (4.21-5.13) 1 (5.34-6.52) 1 (6.26-7.65) 1 (7.57-9.29) 1 (8.64-10.7) 1 (9.78-12.2) 1 (11.0-13.8) 1 (12.7-16.2) 4.06 4.92 6.24 7.33 8.91 10.2 11.7 13.2 15.5 4-day (3.73-4.45) (4.51-5.39) (5.72-6.85) (6.70-8.03) (8.11-9.75) (9.26-11.2) (10.5-12.8) (11.8-14.5) (13.6-17.0) 4.72 5.68 7.10 8.26 9.94 11.3 12.8 14.4 16.8 7-day (4.34-5.13) (5.23-6.18) (6.53-7.72) (7.58-8.99) (9.07-10.8) (10.3-12.3) (11.6-13.9) (12.9-15.7) (14.8-18.3) 5.34 6.41 7.92 9.14 10.9 12.3 13.8 15.3 17.6 10-day (4.94-5.77) (5.94-6.93) (7.32-8.55) (8.44-9.86) (9.98-11.7) (11.2-13.2) (12.5-14.9) (13.8-16.6) (15.7-19.1) 7.02 8.37 10.1 11.5 13.3 14.8 76.3 17.8 19.9 20-day (6.58-7.50) (7.85-8.94) (9.47-10.8) (10.7-12.3) (12.4-14.2) (13.7-15.8) (15.1-17.4) (16.4-19.1) (18.2-21.4) 8.61 10.2 12.1 13.5 75.3 16.8 18.1 19.5 27.3 30-day (8.11-9.15) (9.62-10.8) (11.4-12.8) (12.7-14.3) (14.4-16.3) (15.7-17.8) (16.9-19.3) (18.1-20.7) (19.7-22.7) hftps://hdsc.rms.noaa.govlhdsctpfdsfpfds_rrintpage.html?lat=38.0073&Ion=-78.5176&data=depth&units=english&series=pds 74 10/27/2020 Precipitation Frequency Data Server e Sf' Charlottesville DUDLEY MOUNTAIN 3km 2mi Large scale terrain shington, D.C. H arrisonnuicl . A _I_VIRC;INIA FA- � Lynchburg t ur '�: Roanoke ,i 1� 100km 1 60 Large scale map Richm N orfj 75 hftps://hdsc. rms. noaa.gov/hdsc/pfds/pfds_pdntpage.html?lat=38.0073&lo n=-78.5176&data=depth&units=english&series=pds