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WPO201400024 Calculations 2014-07-02
SHIMP PROJECT MANAGEMENT CIVIL ENGINEERING LAND PLANNING ENGINEERING Y July 2, 2014 Mr. Troy Austin, PE Area Land Use Engineer VDOT 1601 Orange Road Culpeper, VA 22701 Regarding: RE: Out of Bounds Comment Response Dear Troy, We have revised our plans per your most recent comments data June 30, 2014. 1. As we discussed the street trees will not grow to full size in the landscape strip, we recommend you speak with Ellie or Megan at the county for more details. 2. The aggregate size for Bennington Road has been updated to 6" as requested. All subdivision and secondary Roads now have a minimum depth of 6". Updated pavement calculations have been provided. 3. We have updated the Bennington Road pavement section from station 10+00 to 12+13 to match Georgetown Road as discussed, adding 2"of aggregate. The AADT of 842 for Georgetown Road was the value we received from our correspondence with you when you requested that we use 617+225, or 842, instead of the 617 that we had been using. Your reasoning for this was to add the trips out of our site (617) to the trips coming through Bennington (225). If an AADT of 842 is placed in the equation DR= 3.48Ln (AADT)-1.48Ln (SSV) -7.23, with an SSV of 5 a Dr value of 13.8 is calculated. The Dp for this pavement section is 14.325, providing an over design of this pavement section. 4. We will address those issues with traffic as soon as they are available. Storm Sewer Calculations 1. We have provided a table of the breakdown of"C"values. Because many were actually over estimated we have rerun all our pipe and inlet calculations and updated the inlet drainage area maps to reflect the new values. 2. We have rerun all pipe calculations to make sure a value of.013 was used for mannings "n"values of each pipe section. The storm sewer between ST-29 and ST-30 still remains surcharged. 3. All storm sewers have been calculated using a roughness coefficient of.013 for the HDPE pipes. 4. HGL calculations have been updated. Though the roughness coefficients were updated to .013, because the "c"values were also updated and mostly decreased the water elevation in structure 29 is actually lowered from previous calculations. 5. HGL calculations have been provided for structures that have pressurized flow. Open channel flow has been proven for all other structures, therefore HGL calculations are not provided for these structures. 1 Please let us know if you have any additional questions. Be- �. es, Shi • Engineering, P.C. Justin Shimp, P.E. 2 Inlet Total Area (AC) Imp (AC) Imp "C" Other(AC) Other "C" Weighted "C" ST-1 0.088 0.042 0.9 0.046 0.19 0.53 ST-2 0.085 0.052 0.9 0.033 0.19 0.62 ST-3 0.28 0.19 0.9 0.09 0.19 0.67 ST-4 0.63 0.21 0.9 0.42 0.19 0.43 51-5 0.17 0.06 0.9 0.11 0.19 0.44 ST-6 0.3 0.18 0.9 0.12 0.19 0.62 ST-7 0.11 0.07 0.9 0.04 0.19 0.64 ST-8 0.12 0.04 0.9 0.08 0.19 0.43 ST-9 0.07 0.04 0.9 0.03 0.19 0.60 ST-10 0.07 0.05 0.9 0.02 0.19 0.70 ST-11 0.06 0.029 0.9 0.031 0.24 0.56 ST-12 0.09 0.08 0.9 0.01 0.19 0.82 ST-13 0.06 0.05 0.9 0.01 0.19 0.78 ST-14 0.09 0.057 0.9 0.033 0.24 0.66 ST-15 1.45 0.74 0.9 0.71 0.24 0.58 ST-16 0.51 0.26 0.9 0.25 0.19 0.55 ST-17 0.34 0.23 0.9 0.11 0.19 0.67 ST-18 0.77 0.32 0.9 0.45 0.24 0.51 ST-19 0.5 0.43 0.9 0.07 0.19 0.80 ST-20 0.33 0.045 0.9 0.285 0.24 0.33 ST-23 0.73 0 0.9 0.73 0.24 0.24 ST-27 0.09 0.09 0.9 0 0.19 0.90 ST-28 0.1 0.066 0.9 0.034 0.19 0.66 ST-30 0.7 0.017 0.9 0.683 0.19 0.21 ST-31 3.004 0.67 0.9 2.334 0.18 0.34 ST-32 0.16 0.1 0.9 0.06 0.24 0.65 ST-33 0.31 0.19 0.9 0.12 0.19 0.63 ST-34 1.68 0.12 0.9 1.56 0.17 0.22 51-35 2.06 0.19 0.9 1.87 0.17 0.24 ST-36 0.32 0.17 0.9 0.15 0.19 0.57 ----- --- -` �. .�.. , _..r•_yLLi I ' 3. 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Regarding: Out of Bounds Stormwater Report Dear Ms. Roberge, Enclosed are the calculations and details relating to stormwater quality and quantity for Out of Bounds. Two infiltration/detention facilities have been proposed to handle both storm quantity as well as quality. Below is a summary of the pre and post development peak flows for both the North Side (Barracks Road side) and the South Side (Smithfield Road Side). Pre Post North Side 2 Yr 8.62 8.52 10 Yr 17.25 17.23 South Side 2 Yr 10.89 10.72 10 yr 24.20 23.96 If you have any questions please feel free to contact me via at Justinshimp-engineering.com or by telephone at 434-207-8086. Contents: Pre-Development Stormwater Management Calculations: Pre-Development Drainage Map Pre-Development Time of Concentration Seelye Chart Pre-Development Time of Concentration Shallow Concentrated Flow Pre-Development Time of Concentration Kirpich Chart Pre-Development HydroCAD Analysis North Side Pre-Development HydroCAD Analysis South Side Post-Development Stormwater Management Calculations: Post-Development Drainage Map Post-Development Time of Concentration Seelye Chart Post-Development Time of Concentration Shallow Concentrated Flow Water Quality Volume Calculations North Side BMP#1 Water Quality Volume Calculations South Side BMP#2 �• Post-Development HydroCAD Analysis North Side Post-Development HydroCAD Analysis South Side Stormwater Quality Calculations: Water Quality Map Albemarle County Water Protection Ordinance Modified Simple Method North Side Albemarle County Water Protection Ordinance Modified Simple Method South Side Inlet and Storm Pipe Calculations: Inlet Drainage Area Map LD 204 Stormwater Inlet Computations LD 229 Storm Drain Design Computations HGL Calculations Ponding Depth Analysis Infiltration Calculation: Infiltration Calculations Sediment Basin: Sediment Basin Calculations Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report Infiltration Testing Report Pre-Development Stormwater Management Calculations Pre-Development Drainage Map Pre-Development Time of Concentration Seelye Chart Pre-Development Time of Concentration Shallow Concentrated Flow Pre-Development Time of Concentration Kirpich Chart Pre-Development HydroCAD Analysis North Side Pre-Development HydroCAD Analysis South Side a a - a J I U --r---r I / ,I �` s"1( \ O , ,------- \ 1, ! 4,10 Ilj I , E co r' \ i i ( 1 \ _o 0 0 \ %• • OOOlOo--0• • • ` _'•\ 0' �,e-p00000600do00 • 000 + , ( OOG} , • OOO°l -E5 1111 0;000 000 . 000 O • , ` �QO Q , • o 0000 • • 0 • o0�p 0,000�Q00 •p000\0000 • _ Q 000 s - `' - - 0000 .00 • c�co ) 00000 0000,000 `•1000 000000 • • I + o _ • Obo000`Q 000,0100000Apgo0d,00 • • = • 0 00004)00 L • 000,00o0 . 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Printed 3/13/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 2S: Pre Development DA Runoff = 8.62 cfs @ 12.14 hrs, Volume= 0.653 af, Depth> 1.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Yr Storm Rainfall=3.67" Area (ac) CN Description 1.240 98 Paved parking, HSG C 2.120 71 Meadow, non-grazed, HSG C 1.700 70 Woods, Good, HSG C 5.060 77 Weighted Average 3.820 75.49% Pervious Area • 1.240 24.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.2 Direct Entry, a a a a a a a Pre Development- North Side Type 1124-hr 10 Yr Storm Rainfall=5.54" *— Prepared by Shimp Engineering, P.C. Printed 3/13/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 2S: Pre Development DA Runoff = 17.25 cfs @ 12.13 hrs, Volume= 1.292 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Yr Storm Rainfall=5.54" Area (ac) CN Description 1.240 98 Paved parking, HSG C 2.120 71 Meadow, non-grazed, HSG C 1.700 70 Woods, Good, HSG C 5.060 77 Weighted Average 3.820 75.49% Pervious Area 1.240 24.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.2 Direct Entry, a a a a Pre Development- South Side Type 1124-hr 2 Yr Storm Rainfall=3.67" Prepared by Shimp Engineering, P.C. Printed 3/13/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: (new Subcat) Runoff = 10.89 cfs @ 12.16 hrs, Volume= 0.903 af, Depth> 1.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Yr Storm Rainfall=3.67" Area (ac) CN Description 0.950 90 1/8 acre lots, 65% imp, HSG C 5.860 70 Woods, Good, HSG C 2.040 71 Meadow, non-grazed, HSG C 8.850 72 Weighted Average 8.233 93.02% Pervious Area 0.618 6.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 Direct Entry, a a a a Pre Development- South Side Type 1124-hr 10 Yr Storm Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 3/13/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: (new Subcat) Runoff = 24.20 cfs @ 12.16 hrs, Volume= 1.921 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Yr Storm Rainfall=5.54" Area (ac) CN Description 0.950 90 1/8 acre lots, 65% imp, HSG C 5.860 70 Woods, Good, HSG C 2.040 71 Meadow, non-grazed, HSG C 8.850 72 Weighted Average 8.233 93.02% Pervious Area 0.618 6.98% Impervious Area Tc Length Slope Velocity Capacity Description �. (min) (feet) (ft/ft) (ft/sec) (cfs) 22.2 Direct Entry, a a Post-Development Stormwater Management Calculations Post-Development Drainage Map Post-Development Time of Concentration Seelye Chart Post-Development Time of Concentration Shallow Concentrated Flow Water Quality Volume Calculations North Side BMP#1 Water Quality Volume Calculations South Side BMP#2 Post-Development HydroCAD Analysis North Side Post-Development HydroCAD Analysis South Side a a a a a a a a Q 1 i' r \ , 1 \ 1 1 r' /�_ / _ •.: ` , 1 ( � 1 Q.) `-. \ ( 1 v y o (tn/ = T .›.,, ci, , 1 ,, ) r----(--- -----1 7 , ,, , 1 / � I r i '� n rVi � R \I � • , ; I ; , - E• A I` -ter - --_-Th- _ I j f"A' i1 1, ( i O O O �' O - - .. 1 1000/ Q. -- - - O O O�t O O - j c c w > = r :.. -- 1 0000000 . -W =golki... ..0 .w N. .ii n. su an Q� 111[:d IN 111111 •x-niit�, ��0 O�0000��o� c `./ Q `.------ ....1 - r.ures •avwva..r.�r!�e- t �' O o O o O b o C `--'`\i �'' ' Ii � iY��i4 fiA�13iL1131�1#� o 0 0 0 0 o g o o c \ "t,1 i\ io c�0000poo / `; Q) o1000Qo0oo;o0C T ''.' 00000P000Qool / �� 5� a o°0 0°0 0 o°°ocO ' �I I�I! _ I i I 0 , p o , N• oI 11/ � 0000000 ooc - _c�__- I . 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Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Paae 2 Summary for Subcatchment 1S: Drainage Area BMP#1 Runoff = 8.78 cfs @ 12.03 hrs, Volume= 0.518 af, Depth> 2.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Yr Storm Rainfall=3.67" Area (ac) CN Description 1.620 98 Paved parking, HSG C 0.860 71 Meadow, non-grazed, HSG C 2.480 89 Weighted Average 0.860 34.68% Pervious Area 1.620 65.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Post Development- North Side 2WQV Type 1124-hr 2 Yr Storm Rainfall=3.67" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 2S: Bypass Area Runoff = 5.51 cfs @ 12.14 hrs, Volume= 0.423 af, Depth> 1.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Yr Storm Rainfall=3.67" Area (ac) CN Description 1.400 70 Woods, Good, HSG C 0.800 98 Paved parking, HSG C 1.080 71 Meadow, non-grazed, HSG C 3.280 77 Weighted Average 2.480 75.61% Pervious Area �• 0.800 24.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 Direct Entry, a a a a a Post Development- North Side 2WQV Type 1124-hr 2 Yr Storm Rainfall=3.67" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Pond 3P: BMP#1 Underground Detention Inflow Area= 2.480 ac, 65.32% Impervious, Inflow Depth > 2.51" for 2 Yr Storm event Inflow = 8.78 cfs @ 12.03 hrs, Volume= 0.518 of Outflow = 3.10 cfs @ 12.21 hrs, Volume= 0.374 af, Atten= 65%, Lag= 10.8 min Primary = 3.10 cfs @ 12.21 hrs, Volume= 0.374 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 568.24' @ 12.21 hrs Surf.Area= 0.073 ac Storage= 0.236 of Plug-Flow detention time= 161.7 min calculated for 0.374 of (72%of inflow) Center-of-Mass det. time= 68.0 min (874.4 - 806.4 ) Volume Invert Avail.Storage Storage Description #1 563.00' 0.192 af 28.00'W x 114.00'L x 10.00'H Drainfield 0.733 of Overall - 0.254 of Embedded = 0.479 of x 40.0% Voids #2 564.00' 0.254 af 96.0" D x 110.0'L Pipe Storage x 2 Inside#1 0.445 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 564.00' 18.0" Round Culvert L= 120.0' Ke= 0.400 Inlet/Outlet Invert= 564.00'/563.00' S= 0.0083 '/' Cc= 0.900 n= 0.013 #2 Device 1 566.41' 9.0"W x 8.5" H Vert. 2 Yr Orifice C= 0.600 #3 Device 1 568.30' 4.0"W x 6.0" H Vert. 10 Yr Orifice C= 0.600 #4 Device 1 570.80' 5.5' long 100 Yr Weir 2 End Contraction(s) #5 Device 1 570.80' 5.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.10 cfs @ 12.21 hrs HW=568.24' (Free Discharge) L =Culvert (Passes 3.10 cfs of 14.47 cfs potential flow) 2=2 Yr Orifice (Orifice Controls 3.10 cfs @ 5.84 fps) 3=10 Yr Orifice ( Controls 0.00 cfs) =100 Yr Weir ( Controls 0.00 cfs) =Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) a a a a a Post Development- North Side 2WQV Type 1124-hr 2 Yr Storm Rainfall=3.67" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Summary for Link 4L: Point of Analysis Inflow Area= 5.760 ac, 42.01% Impervious, Inflow Depth > 1.66" for 2 Yr Storm event Inflow = 8.52 cfs @ 12.15 hrs, Volume= 0.797 of Primary = 8.52 cfs @ 12.15 hrs, Volume= 0.797 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-24.00 hrs, dt= 0.01 hrs I- a a a Post Development- North Side 2WQV Type 1124-hr 10 Yr Storm Rainfall=5.54" �. Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD©9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 .. Summary for Subcatchment 1S: Drainage Area BMP#1 Runoff = 14.58 cfs @ 12.03 hrs, Volume= 0.885 af, Depth> 4.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Yr Storm Rainfall=5.54" Area (ac) CN Description 1.620 98 Paved parking, HSG C 0.860 71 Meadow, non-grazed, HSG C a 2.480 89 Weighted Average 0.860 34.68% Pervious Area 1.620 65.32% Impervious Area a Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) a 11.9 Direct Entry, a a a a a a Post Development- North Side 2WQV Type 1124-hr 10 Yr Storm Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: Bypass Area Runoff = 11.06 cfs @ 12.13 hrs, Volume= 0.838 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Yr Storm Rainfall=5.54" Area (ac) CN Description 1.400 70 Woods, Good, HSG C 0.800 98 Paved parking, HSG C 1.080 71 Meadow, non-grazed, HSG C 3.280 77 Weighted Average 2.480 75.61% Pervious Area 0.800 24.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 Direct Entry, Post Development- North Side 2WQV Type 1124-hr 10 Yr Storm Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Summary for Pond 3P: BMP#1 Underground Detention Inflow Area= 2.480 ac, 65.32% Impervious, Inflow Depth > 4.28" for 10 Yr Storm event Inflow = 14.58 cfs @ 12.03 hrs, Volume= 0.885 of Outflow = 6.27 cfs @ 12.18 hrs, Volume= 0.738 af, Atten= 57%, Lag= 9.2 min Primary = 6.27 cfs @ 12.18 hrs, Volume= 0.738 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 570.72' @ 12.18 hrs Surf.Area= 0.073 ac Storage= 0.363 of Plug-Flow detention time= 126.1 min calculated for 0.738 of (83%of inflow) Center-of-Mass det. time= 55.3 min ( 846.8 - 791.5 ) Volume Invert Avail.Storage Storage Description #1 563.00' 0.192 of 28.00'W x 114.00'L x 10.00'H Drainfield 0.733 of Overall - 0.254 af Embedded = 0.479 of x 40.0%Voids #2 564.00' 0.254 of 96.0" D x 110.0'L Pipe Storage x 2 Inside#1 0.445 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 564.00' 18.0" Round Culvert L= 120.0' Ke= 0.400 Inlet/Outlet Invert= 564.00'/563.00' S= 0.0083 '/' Cc= 0.900 n= 0.013 #2 Device 1 566.41' 9.0"W x 8.5" H Vert. 2 Yr Orifice C= 0.600 #3 Device 1 568.30' 4.0"W x 6.0" H Vert. 10 Yr Orifice C= 0.600 #4 Device 1 570.80' 5.5' long 100 Yr Weir 2 End Contraction(s) #5 Device 1 570.80' 5.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=6.27 cfs @ 12.18 hrs HW=570.72' (Free Discharge) t =Culvert (Passes 6.27 cfs of 18.65 cfs potential flow) 2=2 Yr Orifice (Orifice Controls 5.09 cfs @ 9.57 fps) 3=10 Yr Orifice (Orifice Controls 1.18 cfs @ 7.09 fps) =100 Yr Weir ( Controls 0.00 cfs) . 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Post Development- North Side 2WOV Type 1124-hr 10 Yr Storm Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Summary for Link 4L: Point of Analysis Inflow Area= 5.760 ac, 42.01% Impervious, Inflow Depth > 3.28" for 10 Yr Storm event Inflow = 17.23 cfs @ 12.15 hrs, Volume= 1.576 of Primary = 17.23 cfs @ 12.15 hrs, Volume= 1.576 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs a a a a a Post Development- North Side 2WQV Type 1124-hr 100 Yr Storm Rainfall=9.09" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1 Summary for Pond 3P: BMP#1 Underground Detention Inflow Area= 2.480 ac, 65.32% Impervious, Inflow Depth > 7.74" for 100 Yr Storm event Inflow = 25.46 cfs @ 12.03 hrs, Volume= 1.600 af Outflow = 20.75 cfs @ 12.10 hrs, Volume= 1.450 af, Atten= 18%, Lag= 4.1 min Primary = 20.75 cfs @ 12.10 hrs, Volume= 1.450 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 572.20' @ 12.10 hrs Surf.Area= 0.073 ac Storage= 0.422 of Plug-Flow detention time= 93.3 min calculated for 1.450 of (91%of inflow) Center-of-Mass det. time= 45.0 min ( 820.7 - 775.7 ) Volume Invert Avail.Storage Storage Description #1 563.00' 0.192 af 28.00'W x 114.00'L x 10.00'H Drainfield 0.733 af Overall - 0.254 of Embedded = 0.479 af x 40.0% Voids #2 564.00' 0.254 af 96.0" D x 110.0'L Pipe Storage x 2 Inside#1 0.445 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 564.00' 18.0" Round Culvert L= 120.0' Ke= 0.400 Inlet/Outlet Invert= 564.00'/563.00' S= 0.0083 '/' Cc= 0.900 n= 0.013 #2 Device 1 566.41' 9.0"W x 8.5" H Vert. 2 Yr Orifice C= 0.600 #3 Device 1 568.30' 4.0"W x 6.0" H Vert. 10 Yr Orifice C= 0.600 #4 Device 1 570.80' 5.5' long 100 Yr Weir 2 End Contraction(s) #5 Device 1 570.80' 5.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=20.75 cfs @ 12.10 hrs HW=572.19' (Free Discharge) =Culvert (Barrel Controls 20.75 cfs @ 11.74 fps) 2_2 Yr Orifice (Passes < 5.96 cfs potential flow) 3=10 Yr Orifice (Passes < 1.53 cfs potential flow) -100 Yr Weir (Passes < 28.07 cfs potential flow) ,.. 5=Sharp-Crested Rectangular Weir (Passes < 28.07 cfs potential flow) a a a S a a • Drainage Area to BMP #2 /2N) BMP #2 S S a SubCat Reach -on. Drainage Diagram for Post Development-South Side 2WQV •• Prepared by Shimp Engineering, P.C., Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC a Post Development- South Side 2WQV Type 1124-hr 2 Yr Storm Rainfall=3.67" �- Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Drainage Area to BMP#2 Runoff = 17.89 cfs @ 12.12 hrs, Volume= 1.326 af, Depth> 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Yr Storm Rainfall=3.67" Area (ac) CN Description 0.950 90 1/8 acre lots, 65% imp, HSG C 2.140 70 Woods, Good, HSG C 2.690 98 Paved parking, HSG C 2.880 71 Meadow, non-grazed, HSG C 8.660 81 Weighted Average 5.352 61.81% Pervious Area 3.307 38.19% Impervious Area Tc Length Slope Velocity Capacity Description a (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, a a a a a a Post Development- South Side 2WQV Type 1124-hr 2 Yr Storm Rainfall=3.67" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Pond 2P: BMP#2 Inflow Area = 8.660 ac, 38.19% Impervious, Inflow Depth > 1.84" for 2 Yr Storm event Inflow = 17.89 cfs @ 12.12 hrs, Volume= 1.326 af Outflow = 10.72 cfs @ 12.30 hrs, Volume= 1.084 af, Atten= 40%, Lag= 10.3 min Primary = 10.72 cfs @ 12.30 hrs, Volume= 1.084 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 557.52' @ 12.30 hrs Surf.Area= 0.115 ac Storage= 0.413 af Plug-Flow detention time= 118.6 min calculated for 1.084 af (82%of inflow) Center-of-Mass det. time= 41.1 min ( 880.3 - 839.2 ) Volume Invert Avail.Storage Storage Description #1 552.00' 0.297 af 27.00'W x 186.00'L x 11.00'H Drainage Field 1.268 af Overall - 0.526 af Embedded = 0.742 af x 40.0% Voids #2 553.00' 0.526 af 108.0" D x 180.0'L Pipe Storage x 2 Inside#1 0.823 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 553.00' 24.0" Round Culvert L= 25.0' Ke= 0.500 Inlet/Outlet Invert= 553.00'/551.00' S= 0.0800 '/' Cc= 0.900 n= 0.015 •. #2 Device 1 555.46' 19.0"W x 14.0" H Vert. 2 Yr Orifice C= 0.600 #3 Device 1 557.60' 1.0' long 10 Yr 2 End Contraction(s) #4 Device 1 560.10' 7.4' long 100 Yr Orifice 2 End Contraction(s) #5 Primary 560.10' 18.0" Round 100 Yr Culvert L= 20.0' Ke= 0.500 Inlet/Outlet Invert= 560.10'/556.00' S= 0.2050 '/' Cc= 0.900 n= 0.018 #6 Device 1 560.10' 7.4' long 100 YR WEIR PLATE 2 End Contraction(s) Primary OutFlow Max=10.72 cfs @ 12.30 hrs HW=557.52' (Free Discharge) - =Culvert (Passes 10.72 cfs of 28.36 cfs potential flow) 2=2 Yr Orifice (Orifice Controls 10.72 cfs @ 5.80 fps) 3=10 Yr ( Controls 0.00 cfs) =100 Yr Orifice ( Controls 0.00 cfs) =100 YR WEIR PLATE ( Controls 0.00 cfs) 5=100 Yr Culvert ( Controls 0.00 cfs) Post Development- South Side 2WQV Type 1124-hr 10 Yr Storm Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 jdroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Drainage Area to BMP#2 Runoff = 33.56 cfs @ 12.12 hrs, Volume= 2.490 af, Depth> 3.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Yr Storm Rainfall=5.54" Area (ac) CN Description 0.950 90 1/8 acre lots, 65% imp, HSG C 2.140 70 Woods, Good, HSG C 2.690 98 Paved parking, HSG C 2.880 71 Meadow, non-grazed, HSG C 8.660 81 Weighted Average 5.352 61.81% Pervious Area 3.307 38.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 Direct Entry, a Post Development- South Side 2WQV Type 1124-hr 10 Yr Storm Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 a Summary for Pond 2P: BMP#2 Inflow Area= 8.660 ac, 38.19% Impervious, Inflow Depth > 3.45" for 10 Yr Storm event Inflow = 33.56 cfs @ 12.12 hrs, Volume= 2.490 of Outflow = 23.96 cfs @ 12.25 hrs, Volume= 2.243 af, Atten= 29%, Lag= 7.9 min Primary = 23.96 cfs @ 12.25 hrs, Volume= 2.243 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 559.99' © 12.25 hrs Surf.Area= 0.115 ac Storage= 0.631 of a.• Plug-Flow detention time= 79.1 min calculated for 2.242 of (90%of inflow) Center-of-Mass det. time= 29.8 min ( 851.3 - 821.5 ) Volume Invert Avail.Storage Storage Description #1 552.00' 0.297 of 27.00'W x 186.00'L x 11.00'H Drainage Field 1.268 of Overall - 0.526 af Embedded = 0.742 of x 40.0%Voids #2 553.00' 0.526 of 108.0" D x 180.0'L Pipe Storage x 2 Inside#1 0.823 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 553.00' 24.0" Round Culvert L= 25.0' Ke= 0.500 Inlet/Outlet Invert= 553.00'/551.00' S= 0.0800 '/' Cc= 0.900 n= 0.015 #2 Device 1 555.46' 19.0"W x 14.0" H Vert. 2 Yr Orifice C= 0.600 #3 Device 1 557.60' 1.0' long 10 Yr 2 End Contraction(s) #4 Device 1 560.10' 7.4' long 100 Yr Orifice 2 End Contraction(s) #5 Primary 560.10' 18.0" Round 100 Yr Culvert L= 20.0' Ke= 0.500 Inlet/Outlet Invert= 560.10'/556.00' S= 0.2050 '/' Cc= 0.900 n= 0.018 #6 Device 1 560.10' 7.4' long 100 YR WEIR PLATE 2 End Contraction(s) Erimary OutFlow Max=23.96 cfs @ 12.25 hrs HW=559.99' (Free Discharge) - =Culvert (Passes 23.96 cfs of 37.02 cfs potential flow) 2=2 Yr Orifice (Orifice Controls 17.65 cfs @ 9.56 fps) 3=10 Yr (Weir Controls 6.31 cfs @ 5.06 fps) =100 Yr Orifice ( Controls 0.00 cfs) =100 YR WEIR PLATE ( Controls 0.00 cfs) 5=100 Yr Culvert ( Controls 0.00 cfs) Post Development- South Side 2WQV Type 1124-hr 100 Yr Storm Rainfall=9.09" Prepared by Shimp Engineering, P.C. Printed 5/7/2014 HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1 Summary for Pond 2P: BMP#2 Inflow Area = 8.660 ac, 38.19% Impervious, Inflow Depth > 6.75" for 100 Yr Storm event Inflow = 64.23 cfs @ 12.12 hrs, Volume= 4.870 of Outflow = 56.73 cfs @ 12.19 hrs, Volume= 4.614 af, Atten= 12%, Lag= 4.4 min Primary = 56.73 cfs @ 12.19 hrs, Volume= 4.614 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 562.80' @ 12.19 hrs Surf.Area= 0.115 ac Storage= 0.813 of Plug-Flow detention time= 53.6 min calculated for 4.614 af (95% of inflow) Center-of-Mass det. time= 24.1 min ( 826.9 - 802.8 ) Volume Invert Avail.Storage Storage Description #1 552.00' 0.297 of 27.00'W x 186.00'L x 11.00'H Drainage Field 1.268 af Overall - 0.526 of Embedded = 0.742 af x 40.0% Voids a #2 553.00' 0.526 of 108.0" D x 180.0'L Pipe Storage x 2 Inside#1 0.823 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 553.00' 24.0" Round Culvert L= 25.0' Ke= 0.500 Inlet/Outlet Invert= 553.00'/551.00' S= 0.0800 '/' Cc= 0.900 n= 0.015 #2 Device 1 555.46' 19.0"W x 14.0" H Vert. 2 Yr Orifice C= 0.600 #3 Device 1 557.60' 1.0' long 10 Yr 2 End Contraction(s) #4 Device 1 560.10' 7.4' long 100 Yr Orifice 2 End Contraction(s) #5 Primary 560.10' 18.0" Round 100 Yr Culvert L= 20.0' Ke= 0.500 Inlet/Outlet Invert= 560.10'/556.00' S= 0.2050 '1 Cc= 0.900 n= 0.018 #6 Device 1 560.10' 7.4' long 100 YR WEIR PLATE 2 End Contraction(s) Erimary OutFlow Max=56.72 cfs @ 12.19 hrs HW=562.79' (Free Discharge) - =Culvert (Inlet Controls 44.86 cfs @ 14.28 fps) 2=2 Yr Orifice (Passes < 23.10 cfs potential flow) 3=10 Yr (Passes < 19.35 cfs potential flow) =100 Yr Orifice (Passes < 99.18 cfs potential flow) =100 YR WEIR PLATE (Passes < 99.18 cfs potential flow) -5=100 Yr Culvert (Inlet Controls 11.86 cfs @ 6.71 fps) a a a rr Stormwater Quality Calculations Water Quality Map Albemarle County Water Protection Ordinance Modified Simple Method North Side Albemarle County Water Protection Ordinance Modified Simple Method South Side aar a a� a a a a a a a Q I I I I „I i. :-.... ; r —I—' ---- [ ! 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'-'. / .,,,y/ : , i , ...•,,, 4 \I, / ,_.--- ---- -,, ,,,, , /l, ( 4, C:) -cp ,-- e(g- , .00,-7 .:-;, .i:o i,- .--7- 1 II •a ._. _M --• ' - �' 000 (n pppA... �� imomi p1amermll Newm111 p111ousull p1.■11 ...... ■••■• . Short Version BMP Computations Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Out of Bounds Water Resources Area: Development Area Preparer: Shimp Engineering Date: 13-Mar-14 y. Project Drainage Area Designation North Side - L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 .. I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 3.39 C pollutant concentration,mg/I or ppm target phosphorus A. f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) .. Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area AIN Roads Length Width subtotal Length Width subtotal 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ... 0 9084.15 0 33480 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .. 0 0 0 12745 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 Gravel areas Area Area 0 '..` x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1358.6 0 24343 Actively-grazed pasture& Area Area yards and cultivated turf 0 x 0.08= 0 0 x 0.08= 0 .. Active crop land Area Area x0.25= 0 x0.25= 0 Other Impervious Areas 0 0 *,,, Impervious Cover 7% 48% l(pre) l(post) Rv(post) V 0.48 108.9 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type am 1.00 20% 0.23 4.79 9.99 5.20 52% Development Area "" 0.38 1.00,, 0% 0.11 1.18 5.00 3.81 76% Drinking Water Watersheds 0.40 1.00 1% 0.11 1.35 5.71 4.36 76% Other Rural Land *min.values A" Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.23 4.79 9.99 5.68 57% Development Area ,,, 0:35 0.85 0% 0.11 1.18 5.00 3.99 80% Drinking Water Watersheds 0.40- 0.85 1% 0.11 1.35 5.71 4.56 80% Other Rural Land . Short Version BMP Computations Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Out of Bounds Water Resources Area: Development Area Preparer: Shimp Engineering Date: 13-Mar-14 Project Drainage Area Designation South Side . L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 W. I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 6.09 C pollutant concentration, mg/I or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Mil Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area AN Roads Length Width subtotal Length Width subtotal 0 0 0 600 20 12000 0 0 0 0 0 0 0 0 0 0 Y.. 0 0 0 41599 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18767.4 Parking Lots 1 2 3 4 1 2 3 4 0 0 20000 0 Gravel areas Area Area 0 x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal O 0 0 15000 1 0 O 0 0 0 0 0 O 0 0 982 0 55430 Actively-grazed pasture& Area Area yards and cultivated turf 0 x 0.08= 0 0 x 0.08= 0 .. Active crop land Area Area x0.25= 0 x0.25= 0 Other Impervious Areas 0 0 ,.. Impervious Cover 0% 44% l(pre) l(post) Rv(post) V 0.44 178.7 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.23 8.60 16.56 7.96 48% Development Area . 0:35 1.00 0% 0.05 1.00 8.28 7.28 88% Drinking Water Watersheds 0.40 1.00 1% 0.06 1.26 9.46 8.20 87% Other Rural Land *min.values •" Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0,90 20% 0.23 8.60 16.56 8.82 53% Development Area 0.35 0.86 0% 0.05 1.00 8.28 7.43 90% Drinking Water Watersheds 0.40 0.85' 1% 0.06 1.26 9.46 8.39 89% Other Rural Land aii Inlet and Storm Pipe Calculations Inlet Drainage Area Map LD 204 Stormwater Inlet Computations LD 229 Storm Drain Design Computations HGL Calculations Ponding Depth Analysis S a S a S a --- --- .•:- I. .rte. �... • '... 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CO N O O CV M N V CO N 0 CO 0 �) U O 0) CO 0 N N eel 00 h J CV M. a V • V V V C) 0 O W • O Z co ,— D 00 0 4 J :: ;Ce 01 MIN 0 ^ N J QCO V CI CI CO CO O 0 CC S h ■h0 ; co 3 °' aolo D = m O VO N N NO ]. O O O • O co V c0 N V • 00 V O cd v, 6 N >Oo r) co AM N ON1 N fco 0 0 co = 1....= W h N 0 co 0 0<0 O O N N O O .— .— O O O coo 0 V N CO CO h CO CO h CO QNa .V1 O r 00i M C) ONO W ze cp CO h h CO CO CO CO O O W O O co 0 CO O 0 O o 6 O V O O O 0 fr N V - o? co h UN0 N 0 N cO J cn 0 V co O C co co V co Ohl '- .-- co n or O co ^6 c0 0 a V CV N 0.1 N N N N N N N N N O M N a N N O N N c0 0, co co c0 co h co 5 d t0 M h::; : : N cf rr N - M 21 Z IL IL IL fL AIN VMS Chapter 9- Storm Drains o(JA C:) . B 9C-14 Performance Curve DI-7 in a Sump 10. 0 f 5. 0 f i I 4111111 ill f= ; 1 . 0 f 411 11 w ___ �m��milmoN����•�����•1■ CI ��___■MMII %-__i•Ill_■ .591 _amprinsammil muRSRI■ 0. 5 1111111111•11 ��s 2111I/ �11111111111111111111111111 .- '°'°.*M111111111 INIMIIIIIIIII i ■ O PEN AREA = 6.0 FT l PERIMETER = 12.8 FT 0. 1 1 -1 5 4,510 50 100 't.ctSci-A5 DISCHARGE ( CFS ) Source: VDOT Transportation Research Council publication "HYDRAULIC EFFICIENCY OF GRATE INLET", 1988 1 of 1 VDOT Drainage Manual H.. a Infiltration Calculations Infiltration Calculations a a a a a S a a Out of Bounds Infiltration Estimate VSWMH Minimum Standard 3.10 f = infiltration rate of soil in ft/hr f = infiltration rate of soil i = 0.043 ft/hr = 0.056 ft/hr fd = design infiltration rate=0.51 fd = design infiltration rate = 0.022 ft/hr = 0.028 ft/hr a BMP#1 BMP#2 Impervious Area (sf) 65,340 122,404 Vwq * (cf) 2,723 5,100 Weir plate Depth (f) 0.65 1.22 Width of BMP (ft) 28 27 Length of BMP (ft) 136.0 166.0 Surface Area (sf) 4,021 4,953 Tdesign (hr) 31.28 36.77 *to treat 1/2" of runoff S a a a a S a a Sediment Basin Sediment Basin Calculations efiNI AIN NMI a TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project Out of Bounds Basin#1 Location: South Side of Property a Total area draining to basin: 8.66 acres Basin Volume Design Wet Storage: 1. Minimum required volume=67 cu. yds. x Total Drainage Area(acres). a 67 cu. yds. x 8.66 acres= 580 cu. yds. 2. Available basin volume = 586 cu. yds. at elevation 558.1 (From storage - elevation curve) 3. Excavate cu. yds. to obtain required volume*. *Elevation corresponding to required volume =invert of the dewatering orifice. a 4. Available volume before cleanout required. ,® 33 cu. yds. x 8.66 acres = 286 cu. yds. 5. Elevation corresponding to cleanout level = 556.3 (From Storage - Elevation Curve) a 6. Distance from invert of the dewatering orifice to cleanout level = 1.8 ft (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume= 67 cu. yds. x Total Drainage Area(acres). ,,. 67 cu. yds. x 8.66 acres = 580 cu. yds. 8. Total available basin volume at crest of riser* = 599 cu. yds. at elevation 561.0 (From Storage - Elevation Curve) * Minimum= 101 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice= 5 in. 10. Diameter of flexible tubing= 7 in. (diameter of dewatering orifice plus 2 inches). a a a Preliminary Design Elevations 11. Crest of Riser = 553.8 Top of Dam = 564.0 Design High Water = 563.0 Upstream Toe of Dam = 554.0 Basin Shape 12. Length of Flow L = Effective Width We 0.2 If> 2, baffles are not required If<2, baffles are required Runoff 13. Q2 = 16.0 cfs (From Chapter 5) 14. Q25 = 24.6 cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity Qp = Q2 = 16.0 (riser and barrel) Without emergency spillway, required spillway capacity Qp = Q25 = 24.6 (riser and barrel) 16. With emergency spillway: Assumed available head (h) = 2 ft. (Using Q2) h=Crest of Emergency Spillway Elevation- Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = 1 ft. (Using Q25) h= Design High Water Elevation - Crest of Riser Elevation 17. Riser Diameter(Dr) = 30 in. Actual head(h) = 0.8 ft (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length(1) = 84.0 ft. Head (H) on barrel through embankment= 9.0 ft. (From Plate 3.14-7). 19. Barrel diameter= 18 in. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti-vortex device Diameter= 42 inches Height= 15 inches (From Table 3.14-D). a Emergency Spillway Design 21. Required spillway capacity Qe=Q25 - Qp= 6.6 cfs 22. Bottom width (b) = 8 ft.; the slope of the exit channel (s) = 3.5 ft./foot; and the minimum length of the exit channel (x) = 10 ft. (From Table 3.14-C). Anti-Seep Collar Design 23. Depth of water at principal spillway crest(Y) = 7.2 ft Slope of upstream face of embankment(Z) = 2.0:1 Slope of principal spillway barrel (Sb) = 1.0% Length of barrel in saturated zone (Lb) = 26 ft 24. Number of collars required= 1 dimensions = 4.5 ft (from Plate 3.14-12). Final Design Elevations a 25. Top of Dam = 564.0 Design High Water = 562.6 Emergency Spillway Crest = 562.0 Principal Spillway Crest = 561.0 Dewatering Orifice Invert = 558.1 Cleanout Elevation = 556.3 Elevation of Upstream Toe of Dam or Excavated Bottom of"Wet Storage Area" (if excavation was performed) = 554.0 a S S a Independent Reports v Excerpt from NRCS Soils Report NOAA Precipitation Report Infiltration Testing Report a a a a USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for O \ RCS States Department of Agriculture and other Albemarle County, Virginia, Federal agencies, State and Charlottesville City, Natural agencies including the y, Resources Agricultural Experiment Virginia Conservation Stations, and local Service participants 4 a s ' 1'a q<.. . • \ ,4s } S 'j yy , it a ' IN . p f= Y vx" \-Ar } y Jb i r f • ' ,l' Y w •go,. ° y � .,r r � /f 91 { r p I I I I I I 1 8,000 ft �, July 31, 2013 MN Z iii M N 'r 006STZb 00/5 RV OOSSTZb 00£SiZb pOTSTZb 0064TZ4 OOLbTZb M..O A£..8L „ .. 1 M,.O A£o& Wit . ,,, , 8 Ai .a♦ - -f • .`� �QBj al OM /�♦ � � �w � 1,'�� 4; 7 �'ri"✓ �4 �� {�, f �} V v n .r .�4`j ,i,04101:11: 1 MN w ,N 1 .W aim : (.) 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Cl_ N E 'N . . - N c 'c c m O o o a o 3 N a n a O N N 7 c � 0 O 3 @ -- - N d O_ O. fl_ d 0 a d J >. N Q m 6 to .5 c- N _ O C O i O o T ) a - v >. O O a 6 Cl) a) 0 Y @ - — — O 8 O O N O C > C_ N_ i < V) (1) U) o m m U U 0 0 J J 2 2 2- a rY 0) to N N () 0) Sic a c m Qty = 1 oND � o -4 41c Custom Soil Resource Report Map Unit Legend Albemarle County,Virginia(VA003) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 2B Albemarle fine sandy loam,2 to 5.0 1.7% 7 percent slopes 2C Albemarle fine sandy loam,7 to 29.3 10.0% 15 percent slopes 2D Albemarle fine sandy loam,15 to 22.8 7.8% 25 percent slopes 3D Albemarle very stony fine sandy 5.3 1.8% loam, 15 to 25 percent slopes 19B Cullen loam,2 to 7 percent 0.1 0.0% slopes 19C Cullen loam,7 to 15 percent 0.0 0.0% slopes 21 B Culpeper fine sandy loam,2 to 7 79.8 27.3% percent slopes 21C Culpeper fine sandy loam,7 to 79.6 27.2% 15 percent slopes 27C Elioak loam,7 to 15 percent 13.2 4.5% slopes 36B Hayesville loam,2 to 7 percent 8.5 2.9% slopes 36C Hayesville loam,7 to 15 percent 0.2 0.1% slopes 39D Hazel loam, 15 to 25 percent 5.3 1.8% slopes 47D Louisburg sandy loam, 15 to 25 31.0 10.6% percent slopes 88 Udorthents,loamy 8.0 2.7% 91 Urban land 4.2 1.4% Subtotals for Soil Survey Area 292.4 100.0% Totals for Area of Interest 292.4 100.0% a Charlottesville City,Virginia(VA540) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOi 47D Louisburg sandy loam, 15 to 25 0.0 0.0% percent slopes Subtotals for Soil Survey Area 0.0 0.0% a Totals for Area of Interest 292.4 100.0% a a 10 111J1 s fr .... ilk` 1� ; Atlas 14,Volume 2,Version 3 r° x `� :me:Charlottesville,Virginia,US* �1 Q 9 Co_ �*�► 'e--' rdinates:38.0590,-78.5096 „ `� : Elevation:579 ft* Iiholo f p ' x ? ;' aJ *source:Google Maps �'ti..� " i," 11 C ?jiff;35 'q m pa* r ,'' IPITATION 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 graphical I Maps &_aerials u.. PF tabular . PDS-based point precipitation frequency estimates with 90%confidence intervals(in inches)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.352 0.420 0.492 0.553 0.623 0.677 0.728 0.776 0.834 0.880 (0.317-0.391) (0.379-0.466) (0.443-0.546),(0.497-0.612) (0.557-0.687) (0.603-0.746) (0.644-0.802) (0.682-0.855) (0.725-0.921) (0.759-0.976) 10-min 0.562 0.671 0.789 0.884 0.993 1.08 1.16 1.23 1.32 1.39 (0.506-0.624) (0.605-0.745) (0.710-0.874)(0.795-0.979) (0.888-1.10) (0.960-1.19) (1.02-1.27) (1.08-1.35) (1.15-1.46) (1.20-1.54) . 0.703 0.844 0.998 1.12 1.26 1.37 1.46 1.55 1.66 1.74 15-min (0.633-0.780) (0.761-0.936) (0.898-1.10) (1.00-1.24) (1.13-1.39) (1.22-1.50) (1.29-1.61) (1.36-1.71) (1.44-1.83) (1.50-1.93) 30-min 0.963 1.17 1.42 1.62 1.86 2.06 2.24 2.42 2.64 2.82 (0.868-1.07) (1.05-1.29) (1.28-1.57) (1.46-1.79) (1.67-2.06) (1.83-2.27) (1.98-2.47) (2.12-2.66) (2.30-2.92) (2.43-3.13) ar 60-min 1.20 1.46 1.82 2.11 2.48 2.79 3.08 3.39 3.79 4.11 (1.08-1.33) (1.32-1.62) (1.64-2.01) (1.90-2.34) (2.22-2.74) (2.48-3.07) (2.73-3.40) (2.98-3.73) (3.29-4.19) (3.54-4.56) 2-hr 1.44 1.75 2.19 2.57 3.07 3.48 3.90 4.34 4.95 5.46 (1.27-1.65) (1.54-2.00) (1.93-2.50) (2.26-2.92) (2.67-3.48) (3.02-3.94) (3.36-4.41) (3.71-4.90) (4.19-5.61) (4.58-6.20) Ani 3-hr 1.58 1.92 2.40 2.81 3.35 3.80 4.27 4.76 5.43 6.01 (1.38-1.82) (1.67-2.20) (2.09-2.76) (2.45-3.22) (2.90-3.83) (3.28-4.34) (3.66-4.87) (4.04-5.43) (4.56-6.21) (4.99-6.87) 6-hr 2.02 2.44 3.03 3.57 4.28 4.91 5.57 6.28 7.30 8.19 or (1.78-2.28) (2.15-2.76) (2.67-3.43) (3.12-4.03) (3.73-4.83) (4.25-5.52) (4.78-6.27) (5.33-7.08) (6.10-8.22) (6.75-9.24) 12-hr 2.54 3.06 3.82 4.52 5.50 6.37 7.31 8.35 9.89 11.3 (2.24-2.90) (2.70-3.50) (3.36-4.37) (3.96-5.16) (4.78-6.25) (5.48-7.23) (6.21-8.29) (7.00-9.46) (8.13-11.2) (9.11-12.8) 24-hr 3.03 3.67 4.68 5.54 6.80 7.89 9.09 10.4 12.4 14.1 (2.73-3.39) (3.30-4.11) (4.20-5.24) (4.95-6.18) (6.04-7.56) (6.96-8.75) (7.94-10.1) (9.00-11.5) (10.5-13.7) (11.8-15.5) 3.57 4.33 5.51 6.48 7.88 9.06 10.3 11.7 13.8 15.5 2-day (3.21-3.99) (3.89-4.84) (4.93-6.14) (5.79-7.22) (6.99-8.76) (7.97-10.0) (9.03-11.5) (10.2-13.0) (11.8-15.3) (13.1-17.2) 1111 3.80 4.61 5.86 6.88 8.37 9.62 11.0 12.4 14.6 16.3 3-day (3.46-4.21) (4.19-5.10) (5.31-6.48) (6.22-7.60) (7.52-9.23) (8.58-10.6) (9.71-12.1) (10.9-13.7) (12.6-16.1) (14.0-18.1) 4.04 4.89 6.21 7.29 8.86 10.2 11.6 13.1 15.4 17.2 4-day (3.71-4.43) (4.49-5.37) (5.68-6.82) (6.66-7.99) (8.06-9.70) (9.19-11.1) (10.4-12.7) (11.7-14.4) (13.5-16.9) (15.0-19.0) ter. 7-day 4.69 5.65 7.06 8.22 9.88 11.3 12.7 14.3 16.6 18.5 (4.31-5.11) (5.20-6.15) (6.48-7.69) (7.53-8.95) (9.00-10.7) (10.2-12.3) (11 5-13.9) (12.8-15.6) (14.6-18.2) (16.2-20.3) 10-day 5.32 6.38 7.88 9.10 10.8 12.2 13.7 15.3 17.5 19.3 (4.91-5.75) (5.90-6.90) (7.28-8.51) (8.38-9.82) (9.92-11.7) (11.1-13.2) (12.4-14.8) (13.8-16.5) (15.6-18.9) (17.0-21.0) 20-day 6.98 8.33 10.1 11.4 13.3 14.7 16.2 17.7 19.8 21.4 (6.55-7.47) (7.81-8.91) (9.42-10.8) (10.7-12.2) (12.4-14.2) (13.7-15.7) (15.0-17.3) (16.3-19.0) (18.1-21.3) (19.4-23.1) 30-day 8.57 10.2 12.0 13.4 15.3 16.7 18.0 19.4 21.1 22.5 ,+r (8.07-9.12) (9.57-10.8) (11.3-12.8) (12.6-14.3) (14.3-16.2) (15.6-17.7) (16.8-19.2) (18.0-20.6) (19.5-22.6) (20.7-24.1) 45-day 10.7 12.6 14.8 16.4 18.4 19.9 21.4 22.8 24.6 25.9 (10.1-11.3) (11.9-13.4) (13.9-15.6) (15.4-17.3) (17.3-19.5) (18.7-21.1) (20.0-22.6) (21.3-24.2) (22.9-26.2) (24.0-27.7) 60 day 12.6 14.8 17.0 18.7 20.9 22.5 24.0 25.5 27.3 28.6 . (11.9-13.2) (14.0-15.6) I (16.2-18.0) (17.8-19.8) (19.8-22.0) (21.2-23.7) (22.6-25.3) (23.9-26.9) ( (25.5-28.9) (26.7-30.4) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for ar a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. 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Unlimited Pages and Large scale terrain • Ivy Creek / Park }tsW -a Commonwealth R,io ' 1 z5G •Pen I e e . ,wddcwood J t , a Ii` I l"� , t 01 i r' 1 ✓ y,�t Charlottesville r.f �,,,,� d 2 mi I Map data©2013 Google Large scale map • Carrshrook Ivy Creek Park Wondhrook Ramtree Inglecress Rio CanMewyck Commonwealth Leu$r Montvve Farmington Oak Terrace Key Flordon Barracis Rrvemrn ..... J Stonehenge •Pen l a WkdwooA Ednam Fr. Bedsit {'� l J 256 .. Liberty t+ s Charlottesville 2 km 1 • `.:11"%.',i( 2 mi N F,n.n Map data©2013 13 Goo Google Large scale aerial r ,y J, s '' .•; ; 41 , . ,... . , ,. ..,,,,',4t. 0.4.- „.. .*'.. or. Gooalei n 1._>Y „_: _ : L • Imagery©2013 TerraMetrics SINCE FRDEHLING & ROBERTSON, INC. r8,1z Engineering Stability Since 1881 6181 Rockfish Gap Turnpike Crozet,Virginia 22932-3330 T 434.823.5154 I F 434.823.4764 1881 F&R Record Number 71R3087 February 20, 2014 Shimp Engineering, P.C. 201 E. Main Street,Suite M Charlottesville,Virginia 22902 Attn: Mr.Justin Shimp iustin@shimp-engineering.com Re: Out of Bounds Albemarle County,Virginia Dear Mr.Shimp: F&R has completed its subsurface exploration for the referenced project in general accordance with F&R Proposal No. 1471-0504G dated December 2, 2013, and the results are provided herein. F&R's understanding of the project was developed on the basis of email correspondence with Ms. Ashley Mock of Shimp Engineering, which included the "Preliminary Site Development Plans", Sheets C6 and C7 by Shimp Engineering dated 7/9/13 and the "Weir Plate Detail" sheet indicating the invert elevations for the detention facilities. In addition,we have met with you at the project site. We understand that a residential development is planned for the property, and that two underground detention facilities are planned. BMP#1, located at the north end of the site is planned to have an invert level at El 564, and BMP #2 at the south end of the site will have an invert level at El 553, which will result in excavations of 7 and 14 feet below existing grades. The exploration program was performed on January 29, 2014, and consisted of six soil test borings designated B-1 through B-6. The soil test borings were drilled to the planned termination depths varying between 15 feet and 20 feet below existing grades. The locations of the borings are shown on the attached Boring Location "" Plans (Drawings No. 2 & No. 3). The planned boring locations were determined and staked in the field by F&R by measuring from existing site features such as building corners, edges of pavement, etc. Surface elevations at the boring locations were estimated to the nearest foot from the topography indicated on the provided site plans. In consideration of the methods used in their determination, the test boring locations shown on the attached boring location plan and the elevations shown on the boring logs should be considered approximate. The test borings were performed in accordance with generally accepted practice using a track-mounted CME- 55 rotary drill rig equipped with an automatic hammer. Our drill crew conducted standard penetration testing and representative split-spoon soil sampling at pre-selected depth intervals in general accordance with ASTM D 1586. Subsurface water level readings were taken in each of the borings immediately upon completion of the drilling process. Upon completion of drilling, the boreholes were backfilled with auger cuttings (soil). Periodic observation of the boreholes should be performed to monitor subsidence at the ground surface, as the borehole backfill could settle over time. A further explanation of standard test boring methods is attached. Corporate HQ: 3015 Dumbarton Road Richmond,Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com VIRGINIA• NORTH CAROLINA•SOUTH CAROLINA• MARYLAND • DISTRICT OF COLUMBIA A Minority-Owned Business r rtiz ASS 10 Representative portions of the split-spoon soil samples obtained throughout the exploration program were placed in glass jars and transported to our laboratory. In the laboratory, the soil samples were evaluated by a member of our engineering staff in general accordance with techniques outlined in the visual-manual identification procedure (ASTM D 2488). Soils sampled from the approximate invert levels of the detention facilities were classified in accordance with the USDA Textural Triangle.The soil descriptions and classifications discussed in this report and shown on the attached Boring Logs are based on visual observation and should be considered approximate. Below the existing ground surface, the borings generally encountered surficial organic soils, fill materials, residual soils, and soft weathered rock. Field infiltration testing was conducted in six tests holes designated I-1 through 1-6. Infiltration test wells were installed at approximately 5 ft offsets from their corresponding test boring location. The test holes were drilled to the bottom of the planned infiltration facilities and cased with 4-inch diameter solid PVC pipe. The cased boreholes were soaked with water to a depth of 2 feet for 24 hours. After this presoaking period water was added as necessary to the cased borehole to re-establish a depth of 2 feet. Water level readings were taken every 30 minutes for 4 hours, and the infiltration rate is reported as the average rate of water drop over the period of the test(inches per hour). Typically, in Virginia, the infiltration potential of the soils is evaluated using the Virginia Department of Conservation and Recreation (DCR) Standard General Infiltration Practices. According to DCR requirements, infiltration is only permissible where infiltration rates exceed 0.52 inches per hour, and groundwater or an impermeable layer is not located within 2 to 4 feet of the planned bottom of the facility. The infiltration rate can be determined from field testing and estimated empirically from USDA soil classification. Infiltration is generally not acceptable in fill soils. Infiltration testing was conducted at locations offset approximately 5 feet from each corresponding boring location at the depths ranging from 7 feet to 14 feet below existing grades. The results of the infiltration testing, along with the USDA soil classification and the empirical infiltration rate, are included in the table below: Approx. Infiltration Recommended Boring USDA Soil Empirical Rate Location Number Test Test Result Rate Classification (inches/hour) Elevation (inches/hour) (inches/hour) -1 564 0.63 loam 0.52 BMP#1 1-2 564 0.38 0.52 loam/sandy loam 0.52-1.02 1-3 564 0.5 loam/sandy loam 0.52-1.02 1-4 553 0.5 sandy loam 1.02 BMP#2 1-5 553 1 0.67 sandy loam 1.02 1-6 553 0.5 sandy loam 1.02 We note that the field infiltration rate indicates a slightly lower infiltration rate than the empirical rates established by USDA based on soil classification. It is our opinion that the field test provides a more accurate representation of the soils infiltration capacity, however, we note that seasonal weather conditions may also influence the rates recorded in the field. Shimp Engineering, P.C. Out of Bounds—Albemarle County, Virginia 71R3087 2 February 20,2014 a r8,R The average infiltration rates shown above meet or exceed the minimum acceptable rate for infiltration. Based on the foregoing, infiltration practices are considered feasible at the locations and elevations tested. However, subsurface water was recorded at depths of 2 feet, 5 feet, and 3 feet, below the planned bottom of BMP#1, in borings B-1, B-2, and B-3, respectively. It should be understood that the location of the subsurface o. water table could vary by several feet because of seasonal fluctuations in precipitation, evaporation, surface water runoff, local topography, and other factors not immediately apparent at the time of this exploration. Normally, the highest subsurface water levels occur in the late winter and spring and lowest levels occur in the late summer and fall. Therefore, we recommend the subsurface water levels recorded during drilling in borings B-1, B-2, and B-3, be reviewed by the design engineer and some consideration may be warranted in adjusting the planned base level of the northern infiltration facility. We appreciate the opportunity to work with you on this project. If you have any further questions concerning •■ this letter, or need to discuss this project, please contact us. Respectfully yours, FROEHLING & ROBERTSON, INC. O�,4TIj 0AL 4 INA o D QUIRK Lic.Na 050602 .o ,2-.20 A/ �.` N9/UNALG (7._ ' Brendan L. Quirk, PE Clyde A.Simmons III, PE #• Geotechnical Engineer Senior Geotechnical Engineer a,. F:\Projects 71R\71R3087(Out of Bounds)\Memo.doc WIN rr r Shimp Engineering,P.C. Out of Bounds—Albemarle County, Virginia 71R3087 3 February 20,2014 y, . ,., Out of Bounds T ��de; y 4 WPO file number WP0201400024 Erosion and Sediment Control Bond Estimate nem nem d,4.Vat Unit Cost Number flnstalledl ata6lisabon(PS.TS) 9.7 acres :0:ia. 546525040 silt lance(SF) 700 011 53.500.00 sefOh 1aiC°(SAF) 400.0 ft 52.000.00 ' diversion(OD,FD.RWO) 670 ft _.t. 56,710.00 temporary manhole and pipe trap 52.020.03 height of dam at toe 7 ft cut at high side 0 f height of fen at face 5 ft cul at face 0 ft length 01 dam 60 ft length of cut 0 ft lap wild, 6 X width of cut 0 ft length of stairway I6 X $13.00 $2,600 00 width of spillway I i $50.00 $920 00 basin height of dam at tce 10 ft cut at high stile 10 n height of 04 at face 10 ft cut at face 0 ft length of dam 80 ft length of cut 30 ft top Bern. 6 ft width of cul 40 ft length of stairway •.r,.p ft ...4) ..<, $13.00 311752 00 width of np e.y 0 ft i $50.00 30.00 structures for basin riser height 7 X rser diameter $455.00 barrel length 300 5 base plater$ln 1 $200.00 $200 barrel diameter 16 in ))): S•5 c $11000.00 Carrel collars •1 $200.00 $200 bale length 30 ft $50.00 51.500 sift fence inlet protection(IP) 0 _ _ $000 store islet protec5on(IP) 27 $5.400.00 outlet protecbon(OP) length Oft width Oft 0 50.00 stn length 300 ft width 6 ft $3.120.00 check dam depth in channel 0 ft channel andel 0 ft 0 50.00 crostruceon entrance(C E) 2 $4,000.00 wash rack 2 54.000 00 paved construction entrance 1 53.500 W np-rap.placed depth 0 n length o.o ft width 0.0 • $0 CO survey and layout(price per 0.t mi) acres to traps and basins 2 $6,000.00 mobilisation stream crossing(compiled mdependenby) $5$0.110 SO 00 cost cum $120.607 00 Pori frgmt $/9,091.05 conb^gency $13 860 B1 Total 5152,570 1 k to-rk 154x21 S d )-1 rpt ttio c5 I , 50 si)3 Li n3 , 4ZO 4 ate �Y, ,, I) (,) („R„),D.... O....if S - ‘ , . , ,L, 144 (')i 2-4 I 1,6/r , i-me mak- 5 ) coL44.1._..y\ Nevi u-A-la C-4'- - 6, a �� f W19/2014 Out of Bounds WPO file number: wpo201400024 Stormwater Management Plan Bond Estimate Item Item No.4nl (Jnn Cool ost Number (installed) prrnanere 6vervoraa berms 4006 $1300 55,20000 standard manhole frame tap(nal inM) 4 ea $50300 $200000 drop vola or grate 5 ea 53,500.00 517,500.00 maraok 00003 a(pe.6 ase) 25 6 $45000 $11,250.00 beam 1 8'ppe structure 2700 6 $20000 $54,00000 WO, ease or drama9e stare 70 ton $35 00 $245.00 mfmraron veidrabon $500.00 control structures 5200000 basin 2 9 We structure 4300 6 $20000 $86,000.00 aggregate base or drainage stone 120 ton $35.00 $42100 05(000 on verdcabon $50000 control structures 52,000.00 marnlen ce access road(LF i 150 6 $5000 $7,50000 suryey and layout(Imre per 0 1 m:) basins 2 $1,00000 moatzaon $500.00 as-0u8 drawags(per 100My) 2 ea $2,000.00 $4.00000 metnws tem�ng(pe0 leanly) 2 ea $2,000.00 $4,000.00 cost sum $190615.00 Pm)mgr. 529.792 25 cenhoctency $22.640.73 Total $251,250 9/19/2014