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HomeMy WebLinkAboutWPO201500033 Calculations 2015-09-08 PROJECT MANAGEMENT SHIMP CIVIL ENGINEERING LAND PLANNING ENGINEERING September 8, 2015 Justin Deel Albemarle County Regarding: Hillbrook Stormwater Management Dear Mr. Deel, Enclosed are the calculations and details relating to stormwater treatment for the proposed development Hillbrook. Pollutant removal is achieved with a combination of impervious disconnection and level 2 bioretention. All pollutant removal is applied to"D.A.A"on the VRRM, which is delineated on the post- development drainage map. The bioretention is designed to be off-line, with a flow-splitter incorporated into the vault STM 5. The 1-year storm flows through the 3"x13"orifice in to the bioretention. STM 4 has a 15" overflow structure set just above the 1-year water surface elevation of the vault to capture the bulk of larger storm flows. On the east, the site sheet flows onto the Raintree property. As shown in the summary table below, the post-development peak flow and runoff volume are significantly reduced for both the 1-year and 10-year storms. The values shown are computed in the HydroCAD reports. On the northwest, the site discharges to a natural channel before the 1% point, so the energy balance equation is applied to limit the peak 1-year discharge. I.F.* (Qpre * RVpre) Qdev — RVdev was Qpre and RVpre are shown on the pre-development drainage map and computed in the pre-development HydroCAD report. RVdev is shown on the post-development drainage map and computed in the post- development HydroCAD report. Qdev is computed on the post-development drainage map. Qi, the design flow, is computed in the post-development HydroCAD report. A 48"detention structure limits the 1-year peak discharge to the northwest. The site discharges through -• existing storm sewer that is adequate to convey the 10-yr storm before reaching the natural channel, which fully contains the 10-yr flow without flooding. Flow Summary: Northwest(X4) mil Qmax 1.47 cfs Qi 1.47 cfs East(Raintree) ,. Q1(pre) 0.32 cfs Q1(post) 0.13 cfs RV1(pre) 0.042 a.f. RVl(post) 0.016 a.f. Q10(pre) 3.29 cfs Qio(post) 3.05 cfs If you have any questions please do not hesitate to contact me at your earliest opportunity. I may be reached at:Justinshimp-enqineerinq.com or by phone at 434-953-6116. Yours Truly, Justin Shimp, P.E. Contents: Pre-Development Stormwater Management Calculations: Pre-Development Drainage Map Pre-Development HydroCAD Analysis Post-Development Stormwater Management Calculations: Post-Development Drainage Map Virginia Runoff Removal Method Reports Post-Development HydroCAD Analysis Storm Sewer Calculations: Storm Inlet Drainage Map VDOT LD-204 VDOT LD-229 VDOT LD-268 ,. VDOT LD-347 Self-Cleaning Velocity Check ..r Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report Pre-Development Stormwater Management Calculations Pre-Development Drainage Map Pre-Development HydroCAD Analysis r.. .. \°�°r _- __,.....- • \\ \ \ ���^\ \ . == � ^�~�0 \ 7.1° ' I ! k--- \ \ \ \ \ \\ ' \ \ \ \ \ \ \ \ \ \ \\ / 1\3 \ \ '� --''- . .` \ ~ \ \ \ \ \ '' \ �,'~ / ` /., ~' / ' �1 \ \ \ \ \ \ \ \\\ \\\ \ \\ \-~ 141 \ \ \ \ \ \/ -- / N ill \g 0 m > • \ \ \ \ , ....... ....... , / , ....,.,__ ,... a_ mih • -- -- — ,____ _\ \ \ \ -..... \ -.....„ \ ....._ At' i 0 (A in i ! Am =II 4: . / , ..„, ____ ____ _ __ ___ _.-- .,.)::,• A 1_,_____11!--Z-- 1•14 c -7/1111*-44t/s .,,,,f:, . --\------ -.- 1 ______- \ • rn . / , / f/ - --\ -------- ---" Ik"-- --...__ ,...,_ "4" *14 tO > \ 011) \___ _ „,.._. 1 / IQ 0 E • 0 \ 0 \ 1 \\''<\\'\ ,, ____>_____„. IL 1" -,,, ,,, \ \ \ \ \ \ \ , \ , \ ‘....,,.... . s „„,,„ .... .... - NM MIN •1111 r. \ ;25-------- .0 1 \...7 \-, \ \\\\\ \ I 1\ I. i \ , c-_-.3)x \ 1 .---------- \ ‘1 __ - -- -- - - --..... / iill ,---- \\\/ / / __\0 0 V\\\\\„:„.4...,, '....qc ____ ____ _ __ ___ _ _ 1.9 _ CD .. ----v. \ ------- - -fri- - \/ — -- -t cp f fl LU 410 4 D. .2 ASS AIN D.A.2 Offsite D.A. 1 D.A.2 Onsite 41101 SubCat Reach 'on. Drainage Diagram for Hillbrook Pre-Development Prepared by Shimp Engineering, P.C., Printed 7/1/2015 ..r HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC r A.. Hil!brook Pre-Development Type 1124-hr lyr Rainfall=3.01" Prepared by Shimp Engineering, P.C. Printed 7/1/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1: D.A.1 Runoff = 0.32 cfs @ 12.12 hrs, Volume= 0.042 af, Depth> 0.27" "" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=3.01" .. Area(ac) CN Description 1.856 58 Woods/grass comb.,Good,HSG B 1.856 100.00%Pervious Area .. Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 Direct Entry, Summary for Subcatchment 2: D.A.2 Onsite ... Runoff = 0.23 cfs @ 12.04 hrs, Volume= 0.017 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs . Type II 24-hr 1yr Rainfall=3.01" Area(ac) CN Description INN 0.568 61 Pasture/grassland/range,Good,HSG B 0.568 100.00%Pervious Area .. Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 Direct Entry, .. Summary for Subcatchment 3: D.A.2 Offsite ,,, Runoff = 1.50 cfs @ 11.96 hrs, Volume= 0.068 af, Depth> 1.59" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=3.01" 4. Area(ac) CN Description 0.182 61 Pasture/grassland/range,Good,HSG B '_ * 0.328 98 Impervious 0.510 85 Weighted Average 0.182 35.69%Pervious Area .. 0.328 64.31%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Hil!brook Pre-Development Type 1124-hr lyr Rainfall=3.01" Prepared by Shimp Engineering, P.C. Printed 7/1/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Link 4: D.A.2 Inflow Area= 1.078 ac, 30.43% Impervious, Inflow Depth> 0.95" for 1yr event Inflow = 1.62 cfs @ 11.97 hrs, Volume= 0.085 af "` Primary = 1.62 cfs @ 11.97 hrs, Volume= 0.085 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs MIS Hil!brook Pre-Development Type 1124-hr 10yr Rainfall=5.51" Prepared by Shimp Engineering, P.C. Printed 7/1/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1: D.A.1 Runoff = 3.29 cfs @ 12.08 hrs, Volume= 0.225 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" Area(ac) CN Description 1.856 58 Woods/grass comb.,Good,HSG B 1.856 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 Direct Entry, Summary for Subcatchment 2: D.A.2 Onsite Runoff = 1.47 cfs @ 12.02 hrs, Volume= 0.080 af, Depth> 1.68" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" Area(ac) CN Description '®" 0.568 61 Pasture/grassland/range,Good, HSG B 0.568 100.00%Pervious Area ... Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 Direct Entry, Summary for Subcatchment 3: D.A.2 Offsite r Runoff = 3.48 cfs @ 11.96 hrs, Volume= 0.163 af, Depth> 3.84" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" Area(ac) CN Description 0.182 61 Pasture/grassland/range,Good,HSG B * 0.328 98 Impervious 0.510 85 Weighted Average 0.182 35.69%Pervious Area 0.328 64.31%Impervious Area Tc Length Slope Velocity Capacity Description .. (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, MIS Hilibrook Pre-Development Type 1124-hr 10yr Rainfall=5.51" Prepared by Shimp Engineering, P.C. Printed 7/1/2015 .0 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Summary for Link 4: D.A.2 Inflow Area= 1.078 ac, 30.43% Impervious, Inflow Depth> 2.70" for 10yr event Inflow = 4.67 cfs @ 11.97 hrs, Volume= 0.243 af ®" Primary = 4.67 cfs @ 11.97 hrs, Volume= 0.243 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ma .. .. me all MI Mill NM ail ow re an .r me ow Post-Development Stormwater Management Calculations Post-Development Drainage Map Virginia Runoff Removal Method Reports Post-Development HydroCAD Analysis 7 \ \ y \111111INIO.1 11111111111111111N •.-•111. .......ii \ srag•Y r•.111 ' 1 I I \ ' - ... ~ \ \ \/ I III---f- " \ E E � \ \ \ \ \x \/ JI I IO E E E • X\ \ \ \/ -OE E E E \ \ \ 4 \ \ \ II \O �\ / > O 4 E E E E F E E EE E, \ \ 4. \ \ \ O\ �/ / IA ' he I \ t \ I \ • ,o, lin E E E E E \ \/ i N ' EF EEEE \Cj\/W i\ 1 — — tor�0` . / / E f, E E E E E 'E E E� /' ' IM \ \ \�� / / / ■ m EEF E E EMil \ \ \ \ / / / / / / E 411 --,-:-...74,.. v.::•-•,••,...�.___.__'... .- 1111+'"'i11r•11 - ,• -er: �, \ \ r A :. r / --/Allik_iiiv_ ... ,,..-:,I __---- '\ \ 1 ��� * i / E E/ E �/lL1�1 Of� � `ii _� \ \ .E\ E \� ` ,- E �. 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I ' 111 E E I 4 _ ./ j / O E E E . � I f`, D tv •,,, ,° 0 Virginia Runoff Reduction Method Worksheet Am Virginia Runoff Reduction Method New Development Worksheet-v2.8-June 2014 AY Site Data Summary Total Rainfall=43 inches Site Land Cover Summary WM A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.54 0.00 0.00 0.54 21.52 Turf(acres) 0.00 1.26 0.00 0.00 1.26 49.74 M1 Impervious(acres) 0.00 0.73_ 0.00 0.00 0.73 28.73 2.53 100.00 401 Site Rv 0.38 Post Development Treatment Volume(ft3) 3476 Post Development TP Load(lb/yr) 2.18 Post Development TN Load(Ib/yr) 15.62 Total TP Load Reduction Required(Ib/yr) 1.15 w1 Total Runoff Volume Reduction(ft') 1962 Total TP Load Reduction Achieved(Ib/yr) 1 4'" Total TN Load Reduction Achieved(ib/yr) 10.77 Adjusted Post Development TP Load(Ib/yr) 0.82 Remaining Phosphorous Load Reduction(Lb/yr)Required MOO 401 Drainage Area Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total Forest(acres) AN 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.67 0.00 0.00 0.00 0.00 0.67 Impervious(acres) 0.55 0.00 0.00 0.00 0.00 0.55 1.23 "r Drainage Area Compliance Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total TP Load Red.(lb/yr) 1.37 0.00 0.00 0.00 0.00 1.37 sot TN Load Red.(Ib/yr) 10.77 0.00 0.00 0.00 0.00 10.77 4011 0111 4011 011 Mill ma 4101 a Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.00 0.67 0.00 0.00 0.67 54.92 Impervious(acres) 0.00 0.55 0.00 0.00 0.55 45.08 1.23 *NI BMP Selections Practice Credit Area(acres) Downstream Practice 2.a.Simple Disconnection to A/B Soils(Spec#1) impervious 0.122314 6.b. acres Bioretention disconnected #2 6.b.Bioretention#2(Spec#9) Impervious: 0.43152 's" Turf(Pervious): 0.674839 Total Impervious Cover Treated(acres) 0.55 +.r Total Turf Area Treated(acres) 0.67 Total TP Load Reduction Achieved in D.A.A(Ib/yr) 1.37 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 10.77 411111 ar rn Mal rr rr •"' Summary Print Virginia Runoff Reduction Method Worksheet 1111 Channel and Flood Protection Weighted CN 1-year 2-year storm 10-year storm Adjusted CN storm Adjusted Adjusted w11 CN CN Target Rainfall Event(in) 3.01 3.65 5.51 D.A.A CN 78 69 71 73 D.A.B CN 0 #N/A #N/A #N/A Mill D.A.C CN 0 OVA #N/A #N/A D.A.D CN 0 #N/A #N/A #N/A D.A.E CN 0 #N/A #N/A #N/A gr r 1111 rn MI in AM 1111 111111 1111 ME AM Mil dill 111111 411111 Summary Print CO it N v d W N O0 .O. 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A S S (Subca) Reach 'on• Drainage Diagram for Millbrook Post-Development lyr 414 Prepared by Shimp Engineering, P.C., Printed 7/24/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC air an Hillbrook Post-Development 1yr Type 1124-hr lyr Rainfall=3.01" Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1: Sheet Flow ... Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.016 af, Depth> 0.25" "' Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=3.01" .. Area(ac) CN Description * 0.550 55 Conservation Area * 0.246 61 Sheet Flow i„■ 0.796 57 Weighted Average 0.796 100.00%Pervious Area Tc Length Slope Velocity Capacity Description ". (min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 Direct Entry, Summary for Subcatchment 2: D.A.A Runoff = 1.46 cfs @ 11.97 hrs, Volume= 0.069 af, Depth> 0.67" ... Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=3.01" Area(ac) CN Description * 1.229 69 Adjusted CN .,,. 1.229 100.00%Pervious Area Tc Length Slope Velocity Capacity Description ... (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 3:Vault Inflow Area= 1.229 ac, 0.00%Impervious, Inflow Depth> 0.67" for lyr event Inflow = 1.46 cfs @ 11.97 hrs, Volume= 0.069 af "" Outflow = 1.45 cfs @ 11.98 hrs, Volume= 0.069 af, Atten= 1%, Lag=0.4 min Primary = 1.45 cfs @ 11.98 hrs, Volume= 0.069 af Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Ata Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=497.36'@ 11.98 hrs Surf.Area=16 sf Storage=20 cf Plug-Flow detention time=0.2 min calculated for 0.069 af(100%of inflow) Center-of-Mass det.time=0.1 min(879.7-879.5) a" Volume Invert Avail.Storage Storage Description #1 496.10' 108 cf 4.00'W x 4.00'L X 6.74'H+494'Vault Nome .. Hil!brook Post-Development lyr Type 1124-hrlyr Rainfall=3.01" ,.. Prepared by Shimp Engineering, P.C. Printed 9/4/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Device Routing Invert Outlet Devices aso #1 Primary 496.00' 15.0" Round STM 5-6 L=180.5' Ke=0.100 Inlet/Outlet Invert=496.00'/495.10' S=0.0050'/' Cc=0.900 n=0.011 #2 Device 1 496.00' 13.0"W x 3.0"H Vert.Weir Plate Orifice C=0.600 ... #3 Secondary 497.45' 15.0" Round STM 3-4 L=71.5' Ke=0.100 Inlet/Outlet Invert=497.45'/489.20' S=0.1154'/' Cc=0.900 n=0.011 #4 Device 3 496.10' 15.0" Round STM 4-5 L= 16.1' Ke=0.100 ,® Inlet/Outlet Invert=496.00'/496.10' S=-0.0062'/' Cc=0.900 n=0.011 Primary OutFlow Max=1.45 cfs @ 11.98 hrs HW=497.36' (Free Discharge) t1=STM 5-6 (Passes 1.45 cfs of 5.19 cfs potential flow) ®`" t2=Weir Plate Orifice (Orifice Controls 1.45 cfs @ 5.36 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=496.10' (Free Discharge) t3=STM 3-4 (Controls 0.00 cfs) t4=STM 4-5 (Controls 0.00 cfs) Summary for Pond 4: Bioretention Inflow Area= 1.229 ac, 0.00%Impervious, Inflow Depth> 0.67" for 1yr event Inflow = 1.45 cfs @ 11.98 hrs, Volume= 0.069 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af - Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=494.98'@ 24.00 hrs Surf.Area=3,703 sf Storage=3,005 cf Plug-Flow detention time=(not calculated: initial storage excedes outflow) Center-of-Mass det.time=(not calculated:no outflow) Volume Invert Avail.Storage Storage Description #1 488.60' 908 cf Gravel Sump(Prismatic)Listed below(Recalc) 2,270 cf Overall x 40.0%Voids #2 490.85' 820 cf Bioretention Mix(Prismatic)Listed below(Recalc) 3,279 cf Overall x 25.0%Voids #3 494.10' 1,482 cf Surface Storage(Prismatic) Listed below(Recalc) 3,209 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) V. 488.60 1,009 0 0 490.85 1,009 2,270 2,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 490.85 1,009 0 0 494.10 1,009 3,279 3,279 .. Hil!brook Post-Development lyr Type 1124-hr lyr Rainfall=3.01" Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 494.10 1,214 0 0 495.10 1,749 1,482 1,482 Device Routing Invert Outlet Devices #1 Primary 495.00' 80.0'long x 2.0'breadth Emergency SpHlway a•. Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef.(English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=488.60' (Free Discharge) Ass t1=Emergency Spillway (Controls 0.00 cfs) Summary for Subcatchment 5: Onsite Detained Runoff = 0.80 cfs @ 11.97 hrs, Volume= 0.036 af, Depth> 1.08" •" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=3.01" 61114 Area(ac) CN Description * 0.172 98 Impervious 0.226 61 >75%Grass cover,Good, HSG B 0.398 77 Weighted Average 0.226 56.78%Pervious Area 0.172 43.22%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 6: STM 2 Offsite Runoff = 1.05 cfs @ 11.96 hrs, Volume= 0.050 af, Depth> 2.17" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs ,.. Type II 24-hr 1yr Rainfall=3.01" Area(ac) CN Description * 0.228 98 Impervious 0.046 61 >75%Grass cover,Good,HSG B 0.274 92 Weighted Average 0.046 16.79%Pervious Area 0.228 83.21%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ma Hillbrook Post-Development lyr Type 1124-hr lyr Rainfall=3.01" dm Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Summary for Pond 7: Detention .. Inflow Area= 0.672 ac, 59.52%Impervious, Inflow Depth> 1.52" for 1yr event Inflow = 1.84 cfs @ 11.96 hrs, Volume= 0.085 af Outflow = 0.95 cfs @ 12.04 hrs, Volume= 0.085 af, Atten=48%, Lag=4.8 min Primary = 0.95 cfs @ 12.04 hrs, Volume= 0.085 af .. Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=485.31' @ 12.04 hrs Surf.Area=337 sf Storage=628 cf Plug-Flow detention time=4.8 min calculated for 0.085 af(100%of inflow) Center-of-Mass det.time=4.4 min(822.9-818.5) Volume Invert Avail.Storage Storage Description #1 483.00' 314 cf 48.0"D x 25.0'L Pipe 2-3 S=0.0025'/' #2 483.00' 754 cf 48.0"D x 30.0'L Parallel Storage S=0.0025'/' x 2 1,068 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 483.00' 15.0" Round Pipe 1-X4 L= 124.2' Ke=0.600 .. Inlet/Outlet Invert=483.00'/475.70' S=0.0588'/' Cc=0.900 n=0.011 #2 Device 1 483.00' 5.0"Vert 1-yr Orifice C=0.600 #3 Device 1 485.40' 15.0"Vert.Overflow X 2.00 C=0.600 Primary OutFlow Max=0.95 cfs @ 12.04 hrs HW=485.31' (Free Discharge) t1=Pipe 1-X4 (Passes 0.95 cfs of 7.19 cfs potential flow) 12=1-yr Orifice (Orifice Controls 0.95 cfs @ 6.98 fps) an 3=Overflow (Controls 0.00 cfs) Summary for Subcatchment 8:X4 Onsite .. Runoff = 0.05 cfs @ 11.99 hrs, Volume= 0.003 af, Depth> 0.37" ,.. Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=3.01" Area(ac) CN Description 4011 0.099 61 >75%Grass cover,Good,HSG B 0.099 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, AN w. Hillbrook Post-Development 1yr Type 1124-hr lyr Rainfall=3.01" . Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 9: X4 Offsite .. Runoff = 0.55 cfs @ 11.96 hrs, Volume= 0.025 af, Depth> 1.26" °"` Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=3.01" Area(ac) CN Description 0.116 61 >75%Grass cover,Good, HSG B * 0.120 98 Impervious .. 0.236 80 Weighted Average 0.116 49.15%Pervious Area 0.120 50.85%Impervious Area .. Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, .. Summary for Link 10: Inlet X4 "' Inflow Area= 1.007 ac, 51.64%Impervious, Inflow Depth> 1.35" for 1yr event Inflow = 1.47 cfs @ 11.98 hrs, Volume= 0.113 af Primary = 1.47 cfs @ 11.98 hrs, Volume= 0.113 af, Atten=0%, Lag=0.0 min .. Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs a.. Summary for Link 11: Raintree Inflow Area= 2.025 ac, 0.00%Impervious, Inflow Depth> 0.10" for 1yr event Inflow = 0.13 cfs @ 12.09 hrs, Volume= 0.016 af Primary = 0.13 cfs @ 12.09 hrs, Volume= 0.016 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs .. ow .. Hil!brook Post-Development 10yr Type 1124-hr10yr Rainfall=5.51" Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1: Sheet Flow Runoff = 1.49 cfs @ 12.05 hrs, Volume= 0.092 af, Depth> 1.38" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" Area(ac) CN Description * 0.550 55 Conservation Area * 0.246 61 Sheet Flow 0.796 57 Weighted Average 0.796 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 Direct Entry, Summary for Subcatchment 2: D.A.A Runoff = 6.13 cfs @ 11.96 hrs, Volume= 0.275 af, Depth> 2.68" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" aaW Area(ac) CN Description * 1.229 73 Adjusted CN ,® 1.229 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond 3:Vault Inflow Area= 1.229 ac, 0.00%Impervious, Inflow Depth> 2.68" for 10yr event Inflow = 6.13 cfs @ 11.96 hrs, Volume= 0.275 af Outflow = 6.13 cfs @ 11.96 hrs, Volume= 0.275 af, Atten=0%, Lag=0.0 min Primary = 1.93 cfs @ 11.96 hrs, Volume= 0.221 af Secondary= 4.20 cfs @ 11.96 hrs, Volume= 0.054 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=498.31'@ 11.96 hrs Surf.Area=16 sf Storage=35 cf Plug-Flow detention time=0.1 min calculated for 0.275 af(100%of inflow) Center-of-Mass det.time=0.1 min(830.4-830.3) Volume Invert Avail.Storage Storage Description #1 496.10' 108 cf 4.00'W x 4.00'L x 6.74'H 4'x4'Vault Storage a� Hil!brook Post-Development 10yr Type 1124-hrl0yr Rainfall=5.51" Prepared by Shimp Engineering, P.C. Printed 9/4/2015 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Device Routing Invert Outlet Devices as #1 Primary 496.00' 15.0" Round STM 5-6 L= 180.5' Ke=0.100 Inlet/Outlet Invert=496.00'/495.10' S=0.0050'/' Cc=0.900 n=0.011 #2 Device 1 496.00' 13.0"W x 3.0" H Vert.Weir Plate Orifice C=0.600 #3 Secondary 497.45' 15.0" Round STM 3-4 L=71.5' Ke=0.100 Inlet/Outlet Invert=497.45'/489.20' S=0.1154 Cc=0.900 n=0.011 #4 Device 3 496.10' 15.0" Round STM 4-5 L= 16.1' Ke=0.100 Inlet/Outlet Invert=496.00'/496.10' S=-0.0062'/' Cc=0.900 n=0.011 Primary OutFlow Max=1.95 cfs @ 11.96 hrs HW=498.35' (Free Discharge) t1=STM 5-6 (Passes 1.95 cfs of 6.87 cfs potential flow) t2=Weir Plate Orifice (Orifice Controls 1.95 cfs @ 7.18 fps) Secondary OutFlow Max=4.17 cfs @ 11.96 hrs HW=498.35' (Free Discharge) �.. .3=STM 3-4 (Inlet Controls 4.17 cfs @ 4.41 fps) -4=STM 4-5 (Passes 4.17 cfs of 7.65 cfs potential flow) Summary for Pond 4: Bioretention Inflow Area= 1.229 ac, 0.00%Impervious, Inflow Depth> 2.16" for 10yr event Inflow = 1.95 cfs @ 11.96 hrs, Volume= 0.221 af Outflow = 1.66 cfs @ 12.07 hrs, Volume= 0.151 af, Atten=15%, Lag=6.6 min Primary = 1.66 cfs @ 12.07 hrs, Volume= 0.151 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=495.04' @ 12.07 hrs Surf.Area=3,734 sf Storage=3,104 cf �,. Plug-Flow detention time= 191.3 min calculated for 0.151 af(68%of inflow) Center-of-Mass det.time=73.7 min(931.6-857.9) Volume Invert Avail.Storage Storage Description #1 488.60' 908 cf Gravel Sump(Prismatic)Listed below(Recalc) 2,270 cf Overall x 40.0%Voids #2 490.85' 820 cf Bioretention Mix(Prismatic)Listed below(Recalc) 3,279 cf Overall x 25.0%Voids #3 494.10' 1,482 cf Surface Storage(Prismatic) Listed below(Recalc) 3,209 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 488.60 1,009 0 0 490.85 1,009 2,270 2,270 Elevation Surf.Area Inc.Store Cum.Store aat (feet) (sq-ft) (cubic-feet) (cubic-feet) 490.85 1,009 0 0 494.10 1,009 3,279 3,279 Hillbrook Post-Development 10yr Type 1124-hr 10yr Rainfall=5.51" Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Elevation Surf.Area Inc.Store Cum.Store A" (feet) (sq-ft) (cubic-feet) (cubic-feet) 494.10 1,214 0 0 495.10 1,749 1,482 1,482 Device Routing Invert Outlet Devices #1 Primary 495.00' 80.0'long x 2.0'breadth Emergency Spillway Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef.(English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=1.52 cfs @ 12.08 hrs HW=495.04' (Free Discharge) L1=Emergency Spillway (Weir Controls 1.52 cfs @ 0.50 fps) Summary for Subcatchment 5: Onsite Detained Runoff = 2.24 cfs @ 11.96 hrs, Volume= 0.101 af, Depth> 3.05" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" Area(ac) CN Description * 0.172 98 Impervious 0.226 61 >75%Grass cover,Good, HSG B 0.398 77 Weighted Average 0.226 56.78%Pervious Area 0.172 43.22%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 6: STM 2 Offsite Runoff = 2.10 cfs @ 11.96 hrs, Volume= 0.105 af, Depth> 4.58" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" Area(ac) CN Description * 0.228 98 Impervious 0.046 61 >75%Grass cover,Good, HSG B 0.274 92 Weighted Average 0.046 16.79%Pervious Area 411111 0.228 83.21%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Hilibrook Post-Development 10yr Type 1124-hr 10yr Rainfall=5.51" Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 10 Summary for Pond 7: Detention 4. Inflow Area= 0.672 ac, 59.52%Impervious, Inflow Depth> 4.64" for 10yr event Inflow = 8.54 cfs @ 11.96 hrs, Volume= 0.260 af "" Outflow = 8.49 cfs @ 11.97 hrs, Volume= 0.260 af, Atten=1%, Lag=0.4 min Primary = 8.49 cfs @ 11.97 hrs, Volume= 0.260 af .. Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=486.41'@ 11.97 hrs Surf.Area=246 sf Storage=962 cf Plug-Flow detention time=3.6 min calculated for 0.260 af(100%of inflow) um Center-of-Mass det.time=3.3 min(783.8-780.5) Volume Invert Avail.Storage Storage Description "' #1 483.00' 314 cf 48.0" D x 25.0'L Pipe 2-3 S=0.0025'/' #2 483.00' 754 cf 48.0"D x 30.0'L Parallel Stoage S=0.0025'/' x 2 1,068 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 483.00' 15.0" Round Pipe 1-X4 L= 124.2' Ke=0.600 .. Inlet/Outlet Invert=483.00'/475.70' S=0.0588'/' Cc=0.900 n=0.011 #2 Device 1 483.00' 5.0"Vert.1-yr Orifice C=0.600 #3 Device 1 485.40' 15.0"Vert.Overflow X 2.00 C=0.600 MO Primary OutFlow Max=8.48 cfs @ 11.97 hrs HW=486.41' (Free Discharge) t1=Pipe 1-X4 (Passes 8.48 cfs of 9.25 cfs potential flow) 12=1-yr Orifice (Orifice Controls 1.18 cfs @ 8.62 fps) "" 3=Overflow (Orifice Controls 7.30 cfs @ 3.43 fps) Summary for Subcatchment 8:X4 Onsite ime Runoff = 0.31 cfs @ 11.97 hrs, Volume= 0.014 af, Depth> 1.68" .,. Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" .. Area(ac) CN Description 0.099 61 >75%Grass cover,Good,HSG B 0.099 100.00%Pervious Area MI Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ..0 Mil SO ..r MO Hillbrook Post-Development 10yr Type 1124-hi 10yr Rainfall=5.51" . Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 9:X4 Offsite Runoff = 1.44 cfs @ 11.96 hrs, Volume= 0.066 af, Depth> 3.34" mis Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.51" ... Area(ac) CN Description 0.116 61 >75%Grass cover,Good,HSG B * 0.120 98 Impervious .. 0.236 80 Weighted Average 0.116 49.15%Pervious Area 0.120 50.85%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 10: Inlet X4 "' Inflow Area= 1.007 ac, 51.64%Impervious, Inflow Depth> 4.05" for 10yr event Inflow = 10.23 cfs @ 11.97 hrs, Volume= 0.339 af Primary = 10.23 cfs @ 11.97 hrs, Volume= 0.339 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ... Summary for Link 11: Raintree Inflow Area= 2.025 ac, 0.00%Impervious, Inflow Depth> 1.44" for 10yr event digInflow = 3.05 cfs @ 12.07 hrs, Volume= 0.242 af Primary = 3.05 cfs @ 12.07 hrs, Volume= 0.242 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs .. Hil!brook Post-Development 10yr Type 1124-hr 100yr Rainfall=9.10" ,r Prepared by Shimp Engineering, P.C. Printed 7/24/2015 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 12 Summary for Pond 4: Bioretention Inflow Area= 1.229 ac, 0.00%Impervious, Inflow Depth> 4.04" for 100yr event Inflow = 2.46 cfs @ 11.96 hrs, Volume= 0.413 af Outflow = 2.46 cfs @ 11.97 hrs, Volume= 0.343 af, Atten=0%, Lag=0.4 min Primary = 2.46 cfs @ 11.97 hrs, Volume= 0.343 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=495.05'@ 11.97 hrs Surf.Area=3,740 sf Storage=3,122 cf Plug-Flow detention time= 123.6 min calculated for 0.343 af(83%of inflow) Center-of-Mass det.time=44.4 min(893.3-848.9) Volume Invert Avail.Storage Storage Description #1 488.60' 908 cf Gravel Sump(Prismatic)Listed below(Recalc) 2,270 cf Overall x 40.0%Voids #2 490.85' 820 cf Bioretention Mix(Prismatic)Listed below(Recalc) 3,279 cf Overall x 25.0%Voids #3 494.10' 1,482 cf Surface Storage(Prismatic)Listed below(Recalc) 3,209 cf Total Available Storage ,r. Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 488.60 1,009 0 0 490.85 1,009 2,270 2,270 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 490.85 1,009 0 0 494.10 1,009 3,279 3,279 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 494.10 1,214 0 0 495.10 1,749 1,482 1,482 Device Routing Invert Outlet Devices #1 Primary 495.00' 80.0'long x 2.0'breadth Emergency Spillway Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef.(English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=2.23 cfs @ 11.97 hrs HW=495.05' (Free Discharge) t1=Emergency Spillway (Weir Controls 2.23 cfs @ 0.56 fps) rr Storm Sewer Calculations Storm Inlet Drainage Map VDOT LD-204 VDOT LD-229 VDOT LD-268 VDOT LD-347 Self-Cleaning Velocity Check HILLS 00 < STORM SEWER MAP \ 1 I --:', \ \ IMPERVIOUS N. d• 77--- 7 .... ,, , . , Y �...... \ I r / \ ..._._ __ _, / fir•'" J 1 .- \ 'ii // '\ 1 11 1 '....__, 1 I I I \ rte' ' \/ I \ '-_ E S�T'M XGA` �#i I�� .. _.r I I \ \ h \ I ( \ \/77 \ I / 1 .55, ■ r, 1 - ___,.__. ) , \ k «� \ i\ \\ \\. 1 / -0-.51,-IC ,I I ------ •, / ' ‘.... z' --- \''A'\'\N-N--\ -- \ \ N._ ____%_\ // / , _,, , : \jk /,! , , 9 _ ,' / ir 1 _ _ n , N-----__ —„„-:-------- . \ - ,__, • / / � � v" ♦ // v / .� / ., / I_ I- __ -1- 1 I // \ \ r"---\/ \ >� • / I 1 \'� - - - - - _ _ '`- / STM X2 D 9 ' •• ; _. ._ •, _ __ __,:k „„:„- p-- . , a :1' iNT: `` 0 \ 0.49888888 1 �+ 1 \` �rii - ST�- E ' t - �• 11A �VT /// , , �, , ►C ,, 0 4� ____&_____, , \ , ,l ' !, III 1 ----vi, �e.,--M � \`1 ..-, / , - , ` 17 / 111 / I . 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' 11111 A 1 iiii4v \ \4 ' \'•\ J\ \ I 4 / / \ %, \ - �' I �.� 0�7 IIF . \ STM 3A DA i C \\ 0■051 A.C.1 _ . - \\\ ,` \�\c\ i_.- � NI, v�IA Dia � `-------5---,. \� \i\ .\\4,7---/, `\ , \ \ \ \ \ \ ' . % \-/ '''''''-----' I ' •• • ' Cl IM C- -----7 I \ \ \ i _ — r \ 1 1 1 \ \\ \ \,\ \\ „„ 0.6 •• \ \ \ \ \\ \ \ , \ \ 11 / - - - -, \ \ \ \ \ ' A \ © = ,t \ \ 80 0 80 160 240 t\ \ \ Scale: 1"=8011111111111111111111 -1 - - _ Structure Doxi70xJD7Dj< en eo Number vvvvvv 6., z, 6, ; G, N) Inlet Type WWWWWc 0000 °) 0 9wCurb Opening 0 0 0 0 0 0 -- W N iv b 1 :p. °; -rt. 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" 0 N CO 1 W Cb V OD CO a O Q O V lc?) o c 0 0 O CD C/) 0 1 1 1 •cn 1 V CO v ti� M n CO V O 0)W 0 C y 1 1 E 0 v 1 1 _ Q 0 1 '` W c• CDD ), 1 4), W CD j O O O O CCOO O N N CO o 1 CO O .P V OD W U1 • 1 P i• po T Ca O _ W CO41, �.Il O V W N W W G O 1 O O 1 0 V W 1 0) bo N C_ C O O O O 0 N N O 0) A CO N CO co N O) CO CO r O CI) CI) 1 W CO CO CO • CQ O O O O bb if; CO o O CO CO 1 (3) O O 1 O - co N co O CO 01 0, - - (0 -.J V Q Q 1 O 1 Cz CO- o)) N 1\) V * X11 C.) 0) 2 N .A .P .p O O ^� �T Y V 1 1 co r\.) T in :V O COco -P. 1 I 4), 4), 0) me CD V Q) • . N CD CA to N O O < n CFD N Cn 01 Co co coOO VV CO CO 1 • 1 00 oD rn • m cn W O O m a Self-Cleaning Velocity Check . Hillbrook From To Pipe Slope AC* Int Flow Velocity �,. (in) % (in/hr) (cfs) (ft/s) 4 5 15 0.6% 0.18 2.95 0.54 3.0 5A 5 15 0.6% 0.19 2.90 0.54 3.0 a 5 6 15 0.5% 0.37 1.90 0.70 3.0 a 5A 5 15 0.6% 0.19 2.90 0.54 3.0 5 4 15 0.6% 0.19 2.95 0.55 3.0 4 3 15 11.5% 0.37 0.50 0.18 6.1 3A 3 15 2.2% 0.06 2.20 0.12 3.0 3 2 15 2.8% 0.49 0.50 0.25 4.1 a 2 1 15 1.5% 0.81 0.50 0.40 4.2 1 X4 15 6.2% 1.13 0.50 0.56 6.7 a *From LD-229 This computation shows the minimum intensity required to achieve the self-cleaning velocityof 3.0 ft/s. Please note that the intensity for a 2-year storm with a 5.0 minute time of concentration is 5.2 in/hr. a a a a a a a a Independent Reports Excerpt from NRCS Soils Report NOAA Precipitation Report a a r z z b ul 0£T8IZ4 OOT8TZ4 OLOSTZ4 0008IZ4 OT08TZ4 086L24 OS6LIZ4 M,A£1Z 08L M„0£1Z.13L i fie nnnt 1 414 44\ N ., ......- .., \ 10 R N O. I _0010:04 it\Alsi . ..„, c -- -,r7L......1 s '..) 1 s a 4 / t 6 P u* O , cc 0 U O O• U_ a) N. w O O 2 o Q • U4 R A foo g NON i • t 1 ♦ ' rl 3 X t 4 k I lit CO 0 .v g a bR S, a d 2 o o z.Q M„bb LZ o8L M.bb 1Z o8L OOT8.24 OLOSIZ4 0608.24 OTOSTZ4 086LTZ4 0S6LTZ4 z b Z 1n kr kr YN1CN li” ahliMillyaw. - 0141N0r-1 Iii Y11IIMMO Y iY1+b - - 1iiiYr YiMMIN. .Y110.ii NNi1•111 - 1p11M.11 111.1.1011111101 INIMMIOINS "` Custom Soil Resource Report Table—Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Albemarle County,Virginia(VA003) Map unit symbol Map unit name Rating Acres In AOI Percent of AOI �,. 27B Elioak loam,2 to 7 B 2.4 63.3% percent slopes 27C Elioak loam,7 to 15 B 1.0 27.7% percent slopes 39D Hazel loam, 15 to 25 B 0.3 8.9% percent slopes Totals for Area of Interest 3.7 100.0% as Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher a ars a a a aa.r a a� 19 a 3/3/2015 Precipitation Frequency Data Server �, NOAA Atlas 14,Volume 2,Version 3 ,r ., -, Location name:Charlottesville, Virginia, US* 3 w„r Latitude:38.0831°, Longitude:-78.4624° d Elevation:484 ft* *source:Google Maps AO POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley +N NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials 4- PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 - - - Average recurrence interval (years) mo Duration 1 2 5 10 I 25�J 50 I 100 200 500 1000 I 5-min 0.352 0.420 0.492 0.553 0.624 0.678 0.729 0.778 0.837 0.885 (0.317-0.390) (0.379-0.466) (0.444-0.545) (0.498-0.613) (0.558-0.688) (0.604-0.747) (0.646-0.804) (0.684-0.858) (0.728-0.925) (0.763-0.982) MN 0.562 0.671 0.789 0.885 0.994 1.08 1.16 1.23 1.32 1.39 1 10-min (0.507-0.623) (0.606-0.744) (0.710-0.873) (0.796-0.980) (0.889-1.10) (0.962-1.19) (1.03-1.28) (1.08-1.36) (1.15-1.46) (1.20-1.55) i 15-min 0.703 0.844 0.998 1.12 1.26 1.37 I 1.47 1.56 1.67 1.75 MN (0.634-0.779) (0.762-0.936) (0.899-1.10) (1.01-1.24) (1.13-1.39) (1.22-1.51) iIL(1.30-1.61) (1.37-1.72) (1.45-1.84) (1.51-1.94) j 0.963 1.17 1.42 1.62 1.87 2.06 2.24 1 2.42 2.65 2.83 ' 30-min (0.869-1.07) (1.05-1.29) (1.28-1.57) ! i (1.46 1.80) (1.67-2.06) (1.83-2.27) (1.99.2.47) 1 (2.13-2.67) (2.31-2.93) (2.44-3.14 .. 60-min 1.20 1.46 1.82 2.11 2.48 I 2.79 3.09 3.40 3.81 4.14 I (1.08-1.33) I (1.32-1.62) (1.64-2.01) (1.90-2.34) (2.22-2:74) I (2.49-3.08) (2.74-3.40) (2.99-3.75) (3.31.4.21) L 3.57-4.59) I 2-hr 1.44 1.75 2.19 2.58 3.07 3.48 I 3.91 4.36 4.98L 5.51 (1.27-1.65) (1.54-1.99) (1.93-2.49) (2.27-2.92) (2.69-3.47) (3.03-3.94) (3.38-4.41) (3.74-4.92) (4.22-5.62) i (4.62-6.24) I . 1.58 1.92 2.40 2.81 3.35 3.81 4.28 4.78 5.46 6.05 3-hr I (1.39-1.81) (1.68-2.20) (2.10-2.75) (2.45-3.21) (2.91-3.83) (3.29-4.34) (3.67-4.88) (4.07-5.44) (4.59-6.23) (5.03-6.91) 2.01 2.43 3.02 3.56 4.28 4.90 5.56 6.28 7.30 8.20 i Alio 6-hr (1.78-2.28) (2.15-2.76) (2.66-3.42) (3.12-4.02) (3.73-4.83) (4.24-5.53) (4.77-6.27) (5.33-7.08) (6.10-8.24) (6.76-9.27) i 12-hr2.52 / 3.05 3.80 4.50 5.47 6.34 7.28 8.32 9.86 11.2 i L (2.23-2.89) (2.69-3.49) (3.34-4.35) (3.94-5.13) , (4.76-6.22) (5.46-7.20) i (6.19-8.26) (6.98-9.43) (8.1111.2) (9.09-12.8)j 24-hr 3.01 f 3.65 1 4.66 5.51 j 6.77 I 7.85 ( 9.04 I 10.4 12.3 14.0 I ' (2.71-3.39 L(3.28-4.10) (4.17-5.23) L4.92-6.17) i (6.00-7.552 (6.91-8.74) (7.89-10.1) (8.94-11.5) (10.5_13.7) (11.7-15.5) 1 2-day 3.55 4.31 5.48 6.44 7.84 9.01 i 10.3 11.7 13.7 15.4 (3.19-3.97) (3.87-4.82) (4.91-6.12) (5.76-7.18) (6.95-8.72) (7.93-10.0) (8.98-11.4) (10.1-13.0) (11.7-15.3) (13.0-17.2) Mil3.79 4.59 I 5.83 6.85 8.33 9.56 10.9 112.4 14.5 16.3 I 3-day (3.44-4.20) (4.16-5.08) (5.28-6.46) (6.18-7.57) (7.47-9.19) (8.53-10.6) , (9.65-12.0) (10.9-13.7) (12.6-16.0) (14.0-18.0) 4-da 4.02 4.87 6.18 7.25 8.82 10.1 I 11.5 I 13.1 15.3 17.2 1 y (3.68-4.42) 1 m(4.45-5.35) (5.64-6.79) (6.61-7.96) (8.00-9.67) [(9.13-11.1) (10.3-12.7)j (11.6-14.3) (13.4-16.8) 1l(14.9-18.9) I me 7-da- I 4.67 5.62 �I 7. 02 8.18 9.84 11.2 12.7 14.3 16.6 18.5 y L(4.28-5.10) (5.16-6.14) I (6.44-7.68) (7.48-8.93) (8.94-10.7) (10.1-12.2) j (11.4-13.9) (12.7-15.6) (14.6-18.1)J (16.1-20.3) j w 10-day 5.29 6.35 7.85 9.06 10.8 12.2 13.6 15.2 I (4.88-5.74) (5.86-6.89) (7.23-8.50) L( 17.4 19.2 8.32-9`80) (9.85-11.6) L(11.1-13.2) (12.3-14.8) (13.7-16.5) (15.5-18.9) (16.9-21.0) 20-day 6.95 8.29 10.0 11.4 13.2 14.7 1 16.1 17.6 19.7 21.3 j (6.50-7.45) (7.76-8.89) (9.36-10.7) (10.6-12.2) (12.3-14.2) (13.6-15.7) (14.9-17.3) (16.2-18.9) (17.9-21.2) (19.3-23.0) .r 30-d 8.53 10.1 12.0 13.4 15.2 16.6 17.9 19.3 21.0 22.4 (8.02-9.09) (9.51-10.8) (11.2-12.7) (12.5-14.2) (14.2-16.2) (15.5-17.7) (16.7-19.1) (17.9-20.6) (19.4-22.5) (20.5-24.0) 45-day10.6 12.6 14.7 16.3 18.3 19.8 21.3 22.7 24.5 25.8 (10.0-11.3) (11.9-13.3) (13.9-15.6) (15.4-17.2) (17.2-19.4) (18.6-21.0) i (19.9-22.6) (21.2-24.1) (22.7-26.1) (23.9-27.6) MO 60-day12.5 14.7 17.0 18.7 20.8 22.4 23.9 25.4 27.2 28.5 (11.8-13.2) (13.9-15.5) (16.1-17.9) (17.6-19.7) (19.6-22.0) (21.1-23.6) (22.5-25.3) (23.8-26.8) (25.4-28.8) (26.5-30.3) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). MO Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. °` Back to Top PF graphical - http://hdsc.nws.noxa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0831&lon=-78.4624&data=depth&units=english&series=pds 1/4 3/3/2015 Precipitation Frequency Data Server PDS-based depth-duration-frequency(DDF) curves �/� Latitude: 38.0831°, Longitude: -78A624° rr 30 r U I I r T 1 I 1 I I I 25 C 5 20 . - Average recurrence rnterral v "" (years) c 15 .. .. .. _ o — 1 2 i.r a 10 - 5 5 . - .. ••---� y — 25 rr 50 . . . — 100 0 — 200 C _C C_ C_ C �• r- �• ►. E. ]. > > >. T > A ?.>, E E E E E .0 r .0 _ - r0 v v ro ro ro ro s — 500 o rn $ N N rn s1' r. o rQl rQt a 8 — 1000 .� e1 Duration 30 r r r r 25 ggg Z 20 o NM C 15 ' •y 10 • _ 0 �-- — r ......_ 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tire Mar 3 22:20:42 2015 Duration 5-mon -- 2-day -- 10-min — 3-day 15-mm — 4-day — 30-mm — 7-day ,,, — 60-mm — 10-day — 24u - 20-day — 3-hr — 30-day — 6-hr — 45-day "ia — 12-hr — 60-day — 24-hr http://hdso.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmrlat=38.0831&Ion=-78.4624&data=depth&units=english&series=pds 214 3/3/2015 Precipitation Frequency Data Server ..M SW Mil MI "'M Back to Too Maps & aerials Small scale terrain 1 —.Morgantovm ---'—:.4;2:-'--..,L--- n —"-7-Hagerstow ..__.—-7,_—lc' - c 1 .. /° .. 1 'z' ° ,'✓"3" ; t 1 '3' v-- MARYLAND I N E' ukerst urg r ", �' • > ti p' a • oa r' , W Y _ ':1.1'j 1'';'t' Gerfnantown° B81t1 .' _ 1000 it ' ;} ' , ` i . 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