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HomeMy WebLinkAboutWPO201600007 Calculations 2018-07-18 PROJECT MANAGEMENT SHIMP CIVIL ENGINEERING LAND PLANNING ENGINEERINGa v 73 July 18, 2018 M m oc N m Mr. Matt Wentland g Z Community Development Albemarle County, VA -� Regarding: Inglewood Terrace WPO 2016-00007 VSMP Stormwater Narrative Dear Mr. Wentland, Enclosed is the stormwater management calculations for the Inglewood Terrace Site Plan. The stormwater management strategy for this site hinges on the release of onsite runoff into the small creek that flows through the site onto the neighboring property. According to the VRRM Re-Development spreadsheet, this redevelopment has a required nutrient load reduction of 1.16 pounds of phosphorous. The runoff quality requirement will be met with the purchase of nutrient credits from the Shaefer Nutrient Bank. To treat runoff quantity, two 5' diameter detention pipes will be employed that will safely release water to the protected outlet in the existing stream at flow rates that comply with the energy balance equation. The energy balance equation was applied to the concentrated runoff that exits the site at the point of analysis in the existing stream bed. At this point there is a large drainage area consisting of roughly 34 acres from the surrounding Inglewood Subdivision. Post-developed conditions are similar to pre- developed, so we used the site area to determine the necessary reduction in runoff flow rates to meet the Energy Balance Equation and applied the required reduction for the site to the overall flows at the Point of Analysis. In this handbook are included the both pre- and post-development runoff analyses and standard VDOT calculations for the culverts on site. �- , o inc rely, lb ALf. JU SHIMP Li• io.45 . �� 1I(10 I1 8 ��, Justin Shimp, P.E. ` ShiCp Engineering, P.C. S I2NAL ; Contents: Pre-Development Stormwater Management Calculations: Pre-Development Overall Drainage Map Pre-Development Site Drainage Map Time of Concentration Calculations Pre-Development HydroCAD Analysis Energy Balance Equation Summary Post-Development Stormwater Management Calculations: Post-Development Drainage Map Post-Development HydroCAD Analysis VDOT LD-204 VDOT LD-229 Stormwater Quality Calculations: VRRM Redevelopment Spreadsheet Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report Pre-Development Stormwater Management Calculations: Pre-Development Overall Drainage Map Pre-Development Site Drainage Map Time of Concentration Calculations Pre-Development HydroCAD Analysis Energy Balance Equation Summary `✓ 4 '�- y./ ---___/ Inglewood Terrace Pr Development Drainage Nap ____J --- ,-,::: _Th-_________--- .. J r , , r--r e- Pr.-1 age 44 2 4141 ). %%1 1 AN ea• ; ; .,: ic \ i -\_ / 4 ' e • s N 75 I 0 D42 ,,, _.-.,._ Runoff to Stream Bed : A\� 1 Year Storm=24.4 cfs /"'l'''1lICleHC:":6;-'Abj"A°g# 14°A,____._T7::=:i4/1f - \ ' I 0 Year Storm=77. 2 cfs 2\ ) % Point of _ 200 0 200 400 600 Analysis Nimes i■m SCALE: 1 " = 200' . ( OnSite Area Inde�rvood Terrace . 56 Ac Woods 115G B Pre— Development Dralnace UcD I0 . 15 Ac Impervious IJI Ac Total � 01� 00 �� 0000 �� 000 �� * 00 ) -'- 000. 00ZX0000 " ,- * * 000 2 \, t 110000- 0)0004596.410 * 000 ) ' / / 00000 *.100X * 00 * 0000 / . \ -v-\ , . /'\7 ' :' qJ0X0v"d- 000 * * * * 0000 ) \-K0 :4C0 ' '''\i/1 /0X0000-1* 0 * 000 /0X0 - eXIIL ) -\6\ '1-AX0000001111" /OX * )--0X00Y>A-7 O * 0 : vA- : --' -‘ OleX004E41000 \ ( 10X* 0 ) /1) 1:::' 1111111 4101°X00 , 010Xle<XYA- - 010 % - - m- m" °— .-` ' . \ 11 : 00 * *- 000 /\ 7- 0 0 * Y /cs # * * 0 74c 000 Time of Concentration 41\ ( * * YeX YeXol t -• * 0 YeX )-i7 Total TOC= 8.6 mIn 0 0 0 1 i II I 01 5 0 0 \ Onsite Runoff : \-/ _/P_AO 0 0 0 1� I Year Scorm =4 .99 cfs Time of Concentration Calculations Pre-Development Overland Flow: Length: 125 ft Slope:0.30 ft/ft C-Value for woods from Virginia Stormwater Management Handbook: 0.3 Seelye Formula: Te= 0.225LO.d2 Sots C 1.0 Tc=Overland Flow Timt,monodies L n Ltngth of Strlp,foot S =Slaps,iset/hiet C =Rational"C"Value for Ground Character Overland Flow Time=7.2 minutes Shallow Concentrated Flow: Length: 75 ft Slope: 0.075 ft/ft Velocity from VWSM Figure 15-4= 1.4 ft/s ("Woodlands" line chosen for calculation) 1'4apmr IS Tm.or f00eent S Ioe Pan 1,10 1,414aW tapnSOnna H00t000 Ftgwr 1 S-I 1,ei4IfirY vrcmr dope 4x al.dkrw•olicvninAted IIo immommi 100 Oro ■ffi nixn will S ... Od0 .._. e.w� I1rr11 1 'O> 1 5111111111111 111II1111111111111r rr! ! 'if/ .. aso .. :...I iu II ell J+ 7 7; J'.. ,a -- �I �� t1J111 Jr:e rsoaa asat ur von*fi_firr ee p S am *: / ltr as— _ * _.. d11111 .02 : .O .. a S Iorly(Oh) T= (L/v) *60 sec Shallow Concentrated Flow Time:0.9 min 1 MOM tl.t roll CWAN1.MAW .n«u L Pwq r n 4w.VIMIT Mee yl Total Pre-Development Time of Concentration:8.6 min Inglewood-Predev To Creek Type II 24-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 9S: PREDEV DRAINAGE TO CREEK Runoff = 24.36 cfs @ 12.31 hrs, Volume= 2.442 af, Depth> 0.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (ac) CN Description 33.800 75 1/4 acre lots, 38% imp, HSG B 20.956 62.00% Pervious Area 12.844 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 1,995 0.0358 0.98 Lag/CN Method, Subcatchment 9S: PREDEV DRAINAGE TO CREEK Hydrograph 26 ❑F_ Inoffil 124.36 cfs 24 Type II 24-hr 1 Yr 22 Rainfall=3.02" 20ld Runoff Area=33.800 ac 18- t6 Runoff Volume-2.442 of 4 0 Runoff Depth>0.87" LI 12 Flow Length=1 ,995' 10 Slope=0.0358 '/' 8, Tc=33.9 min CN-75 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inglewood-Predev To Creek Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 9S: PREDEV DRAINAGE TO CREEK Runoff = 77.61 cfs @ 12.29 hrs, Volume= 7.420 af, Depth> 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (ac) CN Description 33.800 75 1/4 acre lots, 38% imp, HSG B 20.956 62.00% Pervious Area 12.844 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 1,995 0.0358 0.98 Lag/CN Method, Subcatchment 9S: PREDEV DRAINAGE TO CREEK Hydrograph 85= 1.21Rlioff 80_ 177.61 cfs 75= Type II 24-hr 10 Yr 70-i Rainfall=5.53" 65- Runoff Area=33.800 ac 55 / Runoff Volume=7.420 of 50_ OS— 45 Runoff Depth>2.63" 40= 0 0 Flow Length=1 ,995' 35_ I Slope=0.0358 '/' 30= 25= / Tc=33.9 min 15- CN=75 52. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inglewood - Energy Balance Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1 S: PreDev Total Site Runoff = 1.04 cfs @ 12.03 hrs, Volume= 0.059 af, Depth> 0.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (ac) CN Description * 1.550 60 Woods, Good, HSG B * 0.160 98 Impervious 1.710 64 Weighted Average 1.550 90.64% Pervious Area 0.160 9.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Subcatchment 1 S: PreDev Total Site Hydrograph 7 ❑Runoff 1.04 cfs 1 Type II 24-hr 1 Yr Rainfall=3.02" Runoff Area=1 .710 ac Runoff Volume=0.059 af Runoff Depth>0.41" ° Tc=8.6 min LL CN=64 Aftimmi=m- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inglewood - Energy Balance Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 S: PreDev Total Site Runoff = 5.23 cfs @ 12.01 hrs, Volume= 0.249 af, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (ac) CN Description * 1.550 60 Woods, Good, HSG B * 0.160 98 Impervious 1.710 64 Weighted Average 1.550 90.64% Pervious Area 0.160 9.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Subcatchment 1 S: PreDev Total Site Hydrograph 0 Runoff 5.237 i 5_ Type II 24-hr 10 Yr Rainfall=5.53" 4- Runoff Area=1 .710 ac Runoff Volume=0.249 of 3- Runoff Depth>1.75" Tc=8.6 min 2 CN=64 1 O YS` S ` f((ff(f( f((lf (f 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inglewood - Energy Balance Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 6S: PostDev Total Site Runoff = 2.45 cfs @ 12.01 hrs, Volume= 0.118 af, Depth> 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (ac) CN Description * 0.629 98 Impervious 0.741 61 >75% Grass cover, Good, HSG B * 0.340 60 Conserved Woods, HSG B 1.710 74 Weighted Average 1.081 63.22% Pervious Area 0.629 36.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Subcatchment 6S: PostDev Total Site Hydrograph z ❑Runoff 2A5 cfs I Type II 24-h r 1 Yr Rainfall=3.02" 2- Runoff Area=1 .710 ac Runoff Volume=0.118 of Runoff Depth>0.83" Tc=8.6 min ill LL 1- CN=74 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inglewood - Energy Balance Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: PostDev Total Site Runoff = 7.64 cfs @ 12.00 hrs, Volume= 0.366 af, Depth> 2.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (ac) CN Description * 0.629 98 Impervious 0.741 61 >75% Grass cover, Good, HSG B * 0.340 60 Conserved Woods, HSG B 1.710 74 Weighted Average 1.081 63.22% Pervious Area 0.629 36.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Subcatchment 6S: PostDev Total Site Hydrograph 0 Runoff 8_ 17.64 cfs) Type II 24-h r 10 Yr r Rainfall=5.53" Runoff Area=1.710 ac Runoff Volume=0.366 af 5- • f Runoff Depth>2.57" ° 4 Tc_8.6 min LL CN=74 2- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Energy Balance Equation: Inglewood 24 Hr 1 year Storm Qdeveloped I•F• Qpre-developed RVPre-Developed)/RVdeveloped Qdeveloped� (Qforested*RVforested)/RVdeveloped Drainage Area 1: Qpre-developed = 1.04 RVPre-Developed = 0.059 Qdeveloped = 0.47 cfs RVDeveloped = 0.118 Reduce Overall Drainage to Creek by 1.04cfs-0.47cfs = 0.57 cfs Post-Development Stormwater Management Calculations: Post-Development Drainage Map Post-Development HydroCAD Analysis SWM Structure List VDOT LD-204 VDOT LD-229 Ons ite Area Offsite Drainage Area = 32.6 Ac Inglewood Terrace (Routed thru 60" Culvert) Post— Development Drainage Map 0 . 63 Ac . Impervious �r -�r � � ��. cvi - 0 . 3 6 Ac . Woods I-15 G B r : ., ,,,,, * 0 * * * * 00e700 * v A 1 i)ji 0 . 72 Ac Grass I-15G B I . 7 I Ac Total eser - • * * ---1 tl < Drainage Area I °� � 0 ,-).) N. / rn . a � iBuildings ;Typ.)\k;---Lillirk-V- 4'16' (Routed • 92 ' Detente �i, i pe) ���� ` Y * J * ( 1-> v �.. oa Ltiii Manage. is MI �� �- �J Turf '_ —_ Time of Concentration •.4* Onsite Bypass= 8.6 min s Rye -�. ,/P �,� ' Bypass Area Onsite Drainage Area A and B= 5 min = 0.6 13 Ac. assumed Ar ji,e404'Drainage Area 2 * / = 0.43 Ac16,. . .,7 .�� (Routed to 125' e. Ma s - , -d Point of Detention Pipe) Turf Analysis Allowable Runoff Sidewalk �' Reduce / Year Storm Runoff Site Runoff (No Management): to POA by 0.57 cfs I Year = 2.45 cfs Q < 23.79 cfs 10 Year = 7.G4 cfs I 0 Year Storm <77.20 cfs Site Runoff (With Management): I Year = 0.93 cfs Actual Runoff I 0 Year = 3.54 cfs\--. I Year Storm = 23.54 cfs 0- 40 �0 40 80 120— I 0 Year Storm <_ 74.0G cfs ■ ■ ■ ■ ■ mim SCALE: 1 " = 40' miiiiim /' Inglewood Terrace Post-Development HydroCAD Report <9S> OFFSITE DRAINAGE 7S DA1 12R AN60" ulvert 1 Det. Pipe 1 (14S) 13R --D 7R ON` TE BYPASS 1 OS 60" Culvert 2 60" C Ivert 3 DA 2 11P �D 5L Det Pipe 2 Point of Analysis KSubcat Reach 'on• Link Drainage Diagram for Inglewood-Postdev �� Prepared by Shimp Engineering, P.C., Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 7S: DA 1 Runoff = 1.27 cfs @ 11.96 hrs, Volume= 0.060 af, Depth> 1.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (sf) CN Description 12,500 98 Impervious 3,505 61 Turf, HSG B 955 55 Conserved Woods, HSG B 16,960 88 Weighted Average 4,460 26.30% Pervious Area 12,500 73.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 9S: OFFSITE DRAINAGE Runoff = 22.84 cfs @ 12.31 hrs, Volume= 2.544 af, Depth> 0.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (ac) CN Description 31.700 75 1/4 acre lots, 38% imp, HSG B 19.654 62.00% Pervious Area 12.046 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 Direct Entry, Summary for Subcatchment 10S: DA 2 Runoff = 0.96 cfs @ 11.96 hrs, Volume= 0.044 af, Depth> 1.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (sf) CN Description 9,755 98 Impervious 6,723 61 Turf, HSG B 1,778 55 Conserved Woods, HSG B 18,256 80 Weighted Average 8,501 46.57% Pervious Area 9,755 53.43% Impervious Area Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 14S: ONSITE BYPASS Runoff = 0.15 cfs @ 12.05 hrs, Volume= 0.014 af, Depth> 0.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (ac) CN Description • 0.025 98 imp * 0.212 60 Turf, HSG B * 0.376 55 Preserved Woods, HSG B 0.613 58 Weighted Average 0.588 95.92% Pervious Area 0.025 4.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 Direct Entry, Summary for Reach 7R: 60" Culvert 3 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 0.97" for 1 Yr event Inflow = 23.19 cfs @ 12.32 hrs, Volume= 2.602 of Outflow = 23.18 cfs @ 12.32 hrs, Volume= 2.602 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 6.33 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.34 fps, Avg. Travel Time= 0.2 min Peak Storage= 113 cf @ 12.32 hrs Average Depth at Peak Storage= 1.21' Bank-Full Depth= 5.00', Capacity at Bank-Full= 181.17 cfs 60.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0048 '/' Inlet Invert= 504.15', Outlet Invert= 504.00' Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Reach 12R: 60" Culvert 1 Inflow Area = 31.700 ac, 38.00% Impervious, Inflow Depth > 0.96" for 1 Yr event Inflow = 22.84 cfs @ 12.31 hrs, Volume= 2.544 af Outflow = 22.83 cfs @ 12.32 hrs, Volume= 2.543 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 14.64 fps, Min. Travel Time= 0.1 min Avg. Velocity= 6.48 fps, Avg. Travel Time= 0.2 min Peak Storage= 145 cf @ 12.32 hrs Average Depth at Peak Storage= 0.67' Bank-Full Depth= 5.00', Capacity at Bank-Full= 597.82 cfs 60.0" Round Pipe n= 0.013 Length= 93.0' Slope= 0.0527 '/' Inlet Invert= 514.50', Outlet Invert= 509.60' 0 Summary for Reach 13R: 60" Culvert 2 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 0.97" for 1 Yr event Inflow = 23.21 cfs @ 12.32 hrs, Volume= 2.603 of Outflow = 23.19 cfs @ 12.32 hrs, Volume= 2.602 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 8.19 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.04 fps, Avg. Travel Time= 0.3 min Peak Storage= 156 cf @ 12.32 hrs Average Depth at Peak Storage= 1.01' Bank-Full Depth= 5.00', Capacity at Bank-Full= 260.44 cfs 60.0" Round Pipe n= 0.013 Length= 55.0' Slope= 0.0100 '/' Inlet Invert= 509.50', Outlet Invert= 508.95' Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: Det. Pipe 1 Inflow Area = 0.389 ac, 73.70% Impervious, Inflow Depth > 1.83" for 1 Yr event Inflow = 1.27 cfs @ 11.96 hrs, Volume= 0.060 af Outflow = 0.42 cfs @ 12.08 hrs, Volume= 0.060 af, Atten= 66%, Lag= 7.4 min Primary = 0.42 cfs @ 12.08 hrs, Volume= 0.060 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 515.13' @ 12.08 hrs Surf.Area= 0.012 ac Storage= 0.014 af Plug-Flow detention time= 8.1 min calculated for 0.060 af (100% of inflow) Center-of-Mass det. time= 8.1 min ( 821.0 - 812.9 ) Volume Invert Avail.Storage Storage Description #1 513.00' 0.061 af 72.0" D x 94.0'L Pipe Storage S= 0.0100 '/' Device Routing Invert Outlet Devices #1 Primary 512.00' 15.0" Round Culvert L= 2.0' Ke= 0.500 Inlet/Outlet Invert= 512.00' /512.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 #2 Device 1 513.02' 3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 516.80' 3.0' long x 1.0' breadth Broad-Crested Rectangular Weir 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.42 cfs @ 12.08 hrs HW=515.12' (Free Discharge) 1=Culvert (Passes 0.42 cfs of 9.34 cfs potential flow) 4-2=Orifice/Grate (Orifice Controls 0.42 cfs @ 6.77 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 11 P: Det Pipe 2 Inflow Area = 0.419 ac, 53.43% Impervious, Inflow Depth > 1.26" for 1 Yr event Inflow = 0.96 cfs @ 11.96 hrs, Volume= 0.044 af Outflow = 0.37 cfs @ 12.07 hrs, Volume= 0.044 af, Atten= 62%, Lag= 6.7 min Primary = 0.37 cfs @ 12.07 hrs, Volume= 0.044 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 506.62' @ 12.07 hrs Surf.Area= 0.012 ac Storage= 0.008 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.9 min ( 845.8 - 840.9 ) Volume Invert Avail.Storage Storage Description #1 505.10' 0.058 af 60.0" D x 128.0'L Pipe Storage S=0.0080 '/' Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD©9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Device Routing Invert Outlet Devices #1 Primary 505.00' 15.0" Round Culvert L= 42.0' Ke= 0.500 Inlet/ Outlet Invert= 505.00'/504.70' S= 0.0071 '/' Cc= 0.900 n= 0.013 #2 Device 1 505.00' 3.0"W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 508.00' 1.0' long x 2.0' breadth Broad-Crested Rectangular Weir 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=0.37 cfs @ 12.07 hrs HW=506.60' (Free Discharge) 1=Culvert (Passes 0.37 cfs of 5.33 cfs potential flow) L-2=Orifice/Grate (Orifice Controls 0.37 cfs @ 5.85 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 5L: Point of Analysis Inflow Area = 33.121 ac, 37.99% Impervious, Inflow Depth > 0.96" for 1 Yr event Inflow = 23.54 cfs @ 12.32 hrs, Volume= 2.660 af Primary = 23.54 cfs @ 12.32 hrs, Volume= 2.660 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Pale 7 Summary for Subcatchment 7S: DA 1 Runoff = 2.76 cfs @ 11.95 hrs, Volume= 0.135 af, Depth> 4.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (sf) CN Description * 12,500 98 Impervious * 3,505 61 Turf, HSG B * 955 55 Conserved Woods, HSG B 16,960 88 Weighted Average 4,460 26.30% Pervious Area 12,500 73.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 9S: OFFSITE DRAINAGE Runoff = 72.79 cfs @ 12.29 hrs, Volume= 7.555 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (ac) CN Description 31.700 75 1/4 acre lots, 38% imp, HSG B 19.654 62.00% Pervious Area 12.046 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 Direct Entry, Summary for Subcatchment 10S: DA 2 Runoff = 2.49 cfs @ 11.96 hrs, Volume= 0.117 af, Depth> 3.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (sf) CN Description * 9,755 98 Impervious * 6,723 61 Turf, HSG B * 1,778 55 Conserved Woods, HSG B 18,256 80 Weighted Average 8,501 46.57% Pervious Area 9,755 53.43% Impervious Area Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 14S: ONSITE BYPASS Runoff = 1.39 cfs @ 12.01 hrs, Volume= 0.075 af, Depth> 1.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (ac) CN Description * 0.025 98 imp * 0.212 60 Turf, HSG B * 0.376 55 Preserved Woods, HSG B 0.613 58 Weighted Average 0.588 95.92% Pervious Area 0.025 4.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 Direct Entry, Summary for Reach 7R: 60" Culvert 3 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 2.88" for 10 Yr event Inflow = 73.31 cfs @ 12.30 hrs, Volume= 7.689 of Outflow = 73.30 cfs @ 12.30 hrs, Volume= 7.688 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 8.74 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.98 fps, Avg. Travel Time= 0.2 min Peak Storage= 260 cf @ 12.30 hrs Average Depth at Peak Storage= 2.21' Bank-Full Depth= 5.00', Capacity at Bank-Full= 181.17 cfs 60.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0048 '/' Inlet Invert= 504.15', Outlet Invert= 504.00' Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Summary for Reach 12R: 60" Culvert 1 Inflow Area = 31.700 ac, 38.00% Impervious, Inflow Depth > 2.86" for 10 Yr event Inflow = 72.79 cfs @ 12.29 hrs, Volume= 7.555 af Outflow = 72.75 cfs @ 12.30 hrs, Volume= 7.554 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 20.62 fps, Min. Travel Time= 0.1 min Avg. Velocity = 8.08 fps, Avg. Travel Time= 0.2 min Peak Storage= 328 cf @ 12.30 hrs Average Depth at Peak Storage= 1.18' Bank-Full Depth= 5.00', Capacity at Bank-Full= 597.82 cfs 60.0" Round Pipe n= 0.013 Length= 93.0' Slope= 0.0527 '/' Inlet Invert= 514.50', Outlet Invert= 509.60' 0 Summary for Reach 13R: 60" Culvert 2 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 2.88" for 10 Yr event Inflow = 73.31 cfs @ 12.30 hrs, Volume= 7.690 af Outflow = 73.31 cfs @ 12.30 hrs, Volume= 7.689 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 11.40 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.87 fps, Avg. Travel Time= 0.2 min Peak Storage= 354 cf @ 12.30 hrs Average Depth at Peak Storage= 1.82' Bank-Full Depth= 5.00', Capacity at Bank-Full= 260.44 cfs 60.0" Round Pipe n= 0.013 Length= 55.0' Slope= 0.0100 '/' Inlet Invert= 509.50', Outlet Invert= 508.95' Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 10 Summary for Pond 2P: Det. Pipe 1 Inflow Area = 0.389 ac, 73.70% Impervious, Inflow Depth > 4.17" for 10 Yr event Inflow = 2.76 cfs @ 11.95 hrs, Volume= 0.135 of Outflow = 1.55 cfs @ 12.06 hrs, Volume= 0.135 af, Atten= 44%, Lag= 6.2 min Primary = 1.55 cfs @ 12.06 hrs, Volume= 0.135 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 517.04' @ 12.06 hrs Surf.Area= 0.013 ac Storage= 0.038 af Plug-Flow detention time= 16.4 min calculated for 0.135 af (100% of inflow) Center-of-Mass det. time= 16.3 min ( 806.1 - 789.7 ) Volume Invert Avail.Storage Storage Description #1 513.00' 0.061 af 72.0" D x 94.0'L Pipe Storage S=0.0100 '/' Device Routing Invert Outlet Devices #1 Primary 512.00' 15.0" Round Culvert L= 2.0' Ke= 0.500 Inlet/Outlet Invert= 512.00'/512.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 #2 Device 1 513.02' 3.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 516.80' 3.0' long x 1.0' breadth Broad-Crested Rectangular Weir 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=1.45 cfs @ 12.06 hrs HW=517.02' (Free Discharge) 1=Culvert (Passes 0.59 cfs of 12.39 cfs potential flow) t-2=Orifice/Grate (Orifice Controls 0.59 cfs @ 9.48 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.86 cfs @ 1.28 fps) Summary for Pond 11 P: Det Pipe 2 Inflow Area = 0.419 ac, 53.43% Impervious, Inflow Depth > 3.36" for 10 Yr event Inflow = 2.49 cfs @ 11.96 hrs, Volume= 0.117 of Outflow = 1.08 cfs @ 12.07 hrs, Volume= 0.117 af, Atten= 57%, Lag= 6.7 min Primary = 1.08 cfs @ 12.07 hrs, Volume= 0.117 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 508.36' @ 12.07 hrs Surf.Area= 0.015 ac Storage= 0.032 af Plug-Flow detention time= 14.8 min calculated for 0.117 af (100% of inflow) Center-of-Mass det. time= 14.8 min ( 827.7 - 813.0 ) Volume Invert Avail.Storage Storage Description #1 505.10' 0.058 af 60.0" D x 128.0'L Pipe Storage S=0.0080 '/' Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 11 Device Routing Invert Outlet Devices #1 Primary 505.00' 15.0" Round Culvert L= 42.0' Ke= 0.500 Inlet/ Outlet Invert= 505.00'/504.70' S= 0.0071 '/' Cc= 0.900 n= 0.013 #2 Device 1 505.00' 3.0"W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 508.00' 1.0' long x 2.0' breadth Broad-Crested Rectangular Weir 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=1.02 cfs @ 12.07 hrs HW=508.33' (Free Discharge) AL1=Culvert (Passes 0.54 cfs of 9.64 cfs potential flow) 4-2-Orifice/Grate (Orifice Controls 0.54 cfs @ 8.61 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 0.48 cfs @ 1.47 fps) Summary for Link 5L: Point of Analysis Inflow Area = 33.121 ac, 37.99% Impervious, Inflow Depth > 2.86" for 10 Yr event Inflow = 74.06 cfs @ 12.30 hrs, Volume= 7.880 af Primary = 74.06 cfs @ 12.30 hrs, Volume= 7.880 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 7S: DA 1 Runoff = 4.83 cfs @ 11.95 hrs, Volume= 0.247 af, Depth> 7.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=9.07" Area (sf) CN Description 12,500 98 Impervious 3,505 61 Turf, HSG B 955 55 Conserved Woods, HSG B 16,960 88 Weighted Average 4,460 26.30% Pervious Area 12,500 73.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 9S: OFFSITE DRAINAGE Runoff = 152.12 cfs @ 12.28 hrs, Volume= 15.772 af, Depth> 5.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=9.07" Area (ac) CN Description 31.700 75 1/4 acre lots, 38% imp, HSG B 19.654 62.00% Pervious Area 12.046 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 Direct Entry, Summary for Subcatchment 10S: DA 2 Runoff = 4.75 cfs @ 11.95 hrs, Volume= 0.232 af, Depth> 6.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=9.07" Area (sf) CN Description 9,755 98 Impervious 6,723 61 Turf, HSG B 1,778 55 Conserved Woods, HSG B 18,256 80 Weighted Average 8,501 46.57% Pervious Area 9,755 53.43% Impervious Area Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 13 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 14S: ONSITE BYPASS Runoff = 3.88 cfs @ 12.00 hrs, Volume= 0.199 af, Depth> 3.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=9.07" Area (ac) CN Description * 0.025 98 imp * 0.212 60 Turf, HSG B * 0.376 55 Preserved Woods, HSG B 0.613 58 Weighted Average 0.588 95.92% Pervious Area 0.025 4.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 Direct Entry, Summary for Reach 7R: 60" Culvert 3 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 5.99" for 100 Yr event Inflow = 152.65 cfs @ 12.29 hrs, Volume= 16.016 af Outflow = 152.62 cfs @ 12.29 hrs, Volume= 16.015 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 10.34 fps, Min. Travel Time= 0.0 min Avg. Velocity = 3.64 fps, Avg. Travel Time= 0.1 min Peak Storage= 458 cf @ 12.29 hrs Average Depth at Peak Storage= 3.52' Bank-Full Depth= 5.00', Capacity at Bank-Full= 181.17 cfs 60.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0048 '/' Inlet Invert= 504.15', Outlet Invert= 504.00' Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 14 Summary for Reach 12R: 60" Culvert 1 Inflow Area = 31.700 ac, 38.00% Impervious, Inflow Depth > 5.97" for 100 Yr event Inflow = 152.12 cfs @ 12.28 hrs, Volume= 15.772 of Outflow = 152.06 cfs @ 12.29 hrs, Volume= 15.771 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 25.42 fps, Min. Travel Time= 0.1 min Avg. Velocity = 9.47 fps, Avg. Travel Time= 0.2 min Peak Storage= 556 cf @ 12.29 hrs Average Depth at Peak Storage= 1.72' Bank-Full Depth= 5.00', Capacity at Bank-Full= 597.82 cfs 60.0" Round Pipe n= 0.013 Length= 93.0' Slope= 0.0527 '/' Inlet Invert= 514.50', Outlet Invert= 509.60' 0 Summary for Reach 13R: 60" Culvert 2 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 5.99" for 100 Yr event Inflow = 152.66 cfs @ 12.29 hrs, Volume= 16.017 of Outflow = 152.65 cfs @ 12.29 hrs, Volume= 16.016 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 13.79 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.73 fps, Avg. Travel Time= 0.2 min Peak Storage= 609 cf @ 12.29 hrs Average Depth at Peak Storage= 2.75' Bank-Full Depth= 5.00', Capacity at Bank-Full= 260.44 cfs 60.0" Round Pipe n= 0.013 Length= 55.0' Slope= 0.0100 '/' Inlet Invert= 509.50', Outlet Invert= 508.95' Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 15 Summary for Pond 2P: Det. Pipe 1 Inflow Area = 0.389 ac, 73.70% Impervious, Inflow Depth > 7.61" for 100 Yr event Inflow = 4.83 cfs @ 11.95 hrs, Volume= 0.247 af Outflow = 5.12 cfs @ 11.97 hrs, Volume= 0.247 af, Atten= 0%, Lag= 1.0 min Primary = 5.12 cfs @ 11.97 hrs, Volume= 0.247 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 517.47' @ 11.97 hrs Surf.Area= 0.012 ac Storage= 0.043 af Plug-Flow detention time= 13.4 min calculated for 0.246 af (100% of inflow) Center-of-Mass det. time= 13.3 min ( 786.8 - 773.4 ) Volume Invert Avail.Storage Storage Description #1 513.00' 0.061 af 72.0" D x 94.0'L Pipe Storage S=0.0100 '/' Device Routing Invert Outlet Devices #1 Primary 512.00' 15.0" Round Culvert L= 2.0' Ke= 0.500 Inlet/ Outlet Invert= 512.00'/512.00' S= 0.0000 '/' Cc= 0.900 n= 0.013 #2 Device 1 513.02' 3.0"W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 516.80' 3.0' long x 1.0' breadth Broad-Crested Rectangular Weir 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=4.66 cfs @ 11.97 hrs HW=517.42' (Free Discharge) 1=Culvert (Passes 0.62 cfs of 12.94 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.62 cfs @ 9.95 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 4.04 cfs @ 2.17 fps) Summary for Pond 11 P: Det Pipe 2 Inflow Area = 0.419 ac, 53.43% Impervious, Inflow Depth > 6.63" for 100 Yr event Inflow = 4.75 cfs @ 11.95 hrs, Volume= 0.232 af Outflow = 4.23 cfs @ 12.00 hrs, Volume= 0.232 af, Atten= 11%, Lag= 2.7 min Primary = 4.23 cfs @ 12.00 hrs, Volume= 0.232 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 509.21' @ 12.00 hrs Surf.Area= 0.013 ac Storage= 0.044 af Plug-Flow detention time= 12.2 min calculated for 0.231 af (100% of inflow) Center-of-Mass det. time= 12.1 min ( 805.9 - 793.7 ) Volume Invert Avail.Storage Storage Description #1 505.10' 0.058 af 60.0" D x 128.0'L Pipe Storage S=0.0080 '/' Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 16 Device Routing Invert Outlet Devices #1 Primary 505.00' 15.0" Round Culvert L= 42.0' Ke= 0.500 Inlet/ Outlet Invert= 505.00' / 504.70' S= 0.0071 '/' Cc= 0.900 n= 0.013 #2 Device 1 505.00' 3.0"W x 3.0" H Vert. Orifice/Grate C= 0.600 #3 Primary 508.00' 1.0' long x 2.0' breadth Broad-Crested Rectangular Weir 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=4.20 cfs @ 12.00 hrs HW=509.21' (Free Discharge) 1=Culvert (Passes 0.61 cfs of 11.19 cfs potential flow) 4-2=Orifice/Grate (Orifice Controls 0.61 cfs @ 9.73 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 3.59 cfs @ 2.97 fps) Summary for Link 5L: Point of Analysis Inflow Area = 33.121 ac, 37.99% Impervious, Inflow Depth > 5.96" for 100 Yr event Inflow = 153.97 cfs @ 12.29 hrs, Volume= 16.446 of Primary = 153.97 cfs @ 12.29 hrs, Volume= 16.446 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs The following HydroCAD Results model the stream flow through the proposed 60" Culvert HydroCAD Culvert Modelling 9S OFFSITE DRAINAGE 12R 60" ulvert 1 13R --1> 7R 60" Culvert 2 60" C Ivert 3 5L Point of Analysis Subcat Reach on. Link Drainage Diagram for Inglewood-Postdev --\\____ Prepared by Shimp Engineering, P.C., Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Inglewood-Postdev Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 7R 504.15 504.00 31.0 0.0048 0.013 60.0 0.0 0.0 2 12R 514.50 509.60 93.0 0.0527 0.013 60.0 0.0 0.0 3 13R 509.50 508.95 55.0 0.0100 0.013 60.0 0.0 0.0 Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD©9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 9S: OFFSITE DRAINAGE Runoff = 22.84 cfs @ 12.31 hrs, Volume= 2.544 af, Depth> 0.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Yr Rainfall=3.02" Area (ac) CN Description 31.700 75 1/4 acre lots, 38% imp, HSG B 19.654 62.00% Pervious Area 12.046 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 Direct Entry, Subcatchment 9S: OFFSITE DRAINAGE Hydrograph 25= ❑Runoff 24= 122.ea cfs I 22_ Type II 24-hr 1 Yr 0 20! Rainfall=3.02" 1s_ 18= Runoff Area-31 .700 ac 1 6i Runoff Volume-2.544 of 0 154 3 Runoff Depth>0.96" 4 12=_ Tc=33.9 min LL 11 / 109_1 CN=75 O 73 / off// 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Reach 7R: 60" Culvert 3 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 0.97" for 1 Yr event Inflow = 23.19 cfs @ 12.32 hrs, Volume= 2.602 af Outflow = 23.18 cfs @ 12.32 hrs, Volume= 2.602 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 6.33 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.34 fps, Avg. Travel Time= 0.2 min Peak Storage= 113 cf @ 12.32 hrs Average Depth at Peak Storage= 1.21' Bank-Full Depth= 5.00', Capacity at Bank-Full= 181.17 cfs 60.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0048 '/' Inlet Invert= 504.15', Outlet Invert= 504.00' Reach 7R: 60" Culvert 3 Hydrograph Inflow L23.19 crs j 'l Outflow 24- Inflow Area=32.089 ac i_23— . 22= Avg. Flow Depth=1 .21' 20= Max Vel=6.33 fps / 18 60.0" 10$ 16= Round Pipe /0 14- // o 12 n=0.013 �� 10 L_31 .0' 8= S=0.0048 '/' 6 Capacity=181 .17 cfs 4- Ar 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Reach 7R: 60" Culvert 3 Stage-Discharge /,,�� ❑Primary L aai 2- /�z// 1 0 20 40 60 80 100 120 140 160 180 Discharge (cfs) Reach 7R: 60" Culvert 3 Stage-Storage 5y ❑Storage` 4- 3- 2 Zr / ///// // 1 0 50 100 150 200 250 300 350 400 450 500 550 600 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Summary for Reach 12R: 60" Culvert 1 Inflow Area = 31.700 ac, 38.00% Impervious, Inflow Depth > 0.96" for 1 Yr event Inflow = 22.84 cfs @ 12.31 hrs, Volume= 2.544 of Outflow = 22.83 cfs @ 12.32 hrs, Volume= 2.543 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 14.64 fps, Min. Travel Time= 0.1 min Avg. Velocity = 6.48 fps, Avg. Travel Time= 0.2 min Peak Storage= 145 cf @ 12.32 hrs Average Depth at Peak Storage= 0.67' Bank-Full Depth= 5.00', Capacity at Bank-Full= 597.82 cfs 60.0" Round Pipe n= 0.013 Length= 93.0' Slope= 0.0527 '/' Inlet Invert= 514.50', Outlet Invert= 509.60' Reach 12R: 60" Culvert 1 Hydrograph ❑Inflow 22 84 cfs 0 Outflow 24_ Inflow Area=31.700 ac 22.83ms 222 Avg. Flow Depth=0.67' Max Vel=14.64 fps 18' 60.0" 16- Round Pipe o14= 0 12- n=0.013 107 L=93.0' rig 8_ S=0.0527 '/' 01 Capacity=597.82 cfsO 4- �j• ,� may,,y 0-//. A 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7 Reach 12R: 60" Culvert 1 Stage-Discharge 5 ❑Primary II 4- a. /// - 1- 0 50 100 150 200 250 300 350 400 450 500 550 600 Discharge (cfs) Reach 12R: 60" Culvert 1 / Stage-Storage 5J / ❑Storage II 4- / 2- /// 1- 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Summary for Reach 13R: 60" Culvert 2 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 0.97" for 1 Yr event Inflow = 23.21 cfs @ 12.32 hrs, Volume= 2.603 af Outflow = 23.19 cfs @ 12.32 hrs, Volume= 2.602 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 8.19 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.04 fps, Avg. Travel Time= 0.3 min Peak Storage= 156 cf @ 12.32 hrs Average Depth at Peak Storage= 1.01' Bank-Full Depth= 5.00', Capacity at Bank-Full= 260.44 cfs 60.0" Round Pipe n= 0.013 Length= 55.0' Slope= 0.0100 '/' Inlet Invert= 509.50', Outlet Invert= 508.95' Reach 13R: 60" Culvert 2 Hydrograph / ❑Inflow (23z,a5] 0 Outflow 24- Inflow Area=32.089 ac i23-1;cf5� 22 Avg. Flow Depth=1.01' 20Max Vel=8.19 fps J 18 60.0n 16 Round Pipe ru 14o 0 12n=0.013 � 10 L=55.0' 8- S-0.0100 'P OP/ 6 Capacity-260.44 cfs 0A#Assaiiminsai ,114 2 ��,���rli��,flrVV. -VZ/VZZO 77/%5'V.-. 0.7.0%,./ rr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Reach 13R: 60" Culvert 2 Stage-Discharge 5 � ❑Primary 4- V o. // 1- 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Discharge (cfs) Reach 13R: 60" Culvert 2 Stage-Storage 5-/ ❑Storage` 4- /// 3- 2 /// 1 0 0 100 200 300 400 500 600 700 800 900 1,000 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 1 Yr Rainfall=3.02" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 10 Summary for Link 5L: Point of Analysis Inflow Area = 33.121 ac, 37.99% Impervious, Inflow Depth > 0.96" for 1 Yr event Inflow = 23.54 cfs @ 12.32 hrs, Volume= 2.660 af Primary = 23.54 cfs @ 12.32 hrs, Volume= 2.660 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 5L: Point of Analysis Hydrograph El Inflow 26= 1 23.54 cfs I ❑Primary 24= Inflow Area=33.121 Ia4c,s 223 20- / 0 18- _ 16- g 12: T. 8= IL 6= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 9S: OFFSITE DRAINAGE Runoff = 72.79 cfs @ 12.29 hrs, Volume= 7.555 af, Depth> 2.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr Rainfall=5.53" Area (ac) CN Description 31.700 75 1/4 acre lots, 38% imp, HSG B 19.654 62.00% Pervious Area 12.046 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 Direct Entry, Subcatchment 9S: OFFSITE DRAINAGE Hydrograph 80- - 0 Runoff 75- 17279 cfs I Type II 24-hr 10 Yr 65: Rainfall=5.53rr 60' 55= Runoff Area=31 .700 ac 7 50i Runoff Volume=7.555 af 3 40- Runoff Depth>2.86"LL 35= Tc=33.9 min / 30= CN=75 20_ 15= 10 7 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Pane 12 Summary for Reach 7R: 60" Culvert 3 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 2.88" for 10 Yr event Inflow = 73.31 cfs @ 12.30 hrs, Volume= 7.689 af Outflow = 73.30 cfs @ 12.30 hrs, Volume= 7.688 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 8.74 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.98 fps, Avg. Travel Time= 0.2 min Peak Storage= 260 cf @ 12.30 hrs Average Depth at Peak Storage= 2.21' Bank-Full Depth= 5.00', Capacity at Bank-Full= 181.17 cfs 60.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0048 '/' Inlet Invert= 504.15', Outlet Invert= 504.00' Reach 7R: 60" Culvert 3 Hydrograph / Inflow 8°= 1 73.31 cfs l Outflow 75_ Inflow Area=32.089 ac[73.30c f 70= Avg. Flow Depth=2.21 65= 60- Max Vel=8.74 fps 551 60.0" 50 Round Pipe 45a 1 :1 n=0.013 SO L=31 .0' 30_ SO 20 Capacity=181 .17 cfs 15 5-] 4cw, /i it/rr 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 13 Reach 7R: 60" Culvert 3 Stage-Discharge 5J /IV ❑Primary 3 L 2- 1- 0 0 20 40 60 80 100 120 140 160 180 Discharge (cfs) Reach 7R: 60" Culvert 3 / Stage-Storage 5-- ❑Storage 4- // /// 2- 1- 0 50 100 150 200 250 300 350 400 450 500 550 600 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 14 Summary for Reach 12R: 60" Culvert 1 Inflow Area = 31.700 ac, 38.00% Impervious, Inflow Depth > 2.86" for 10 Yr event Inflow = 72.79 cfs @ 12.29 hrs, Volume= 7.555 af Outflow = 72.75 cfs @ 12.30 hrs, Volume= 7.554 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 20.62 fps, Min. Travel Time= 0.1 min Avg. Velocity= 8.08 fps, Avg. Travel Time= 0.2 min Peak Storage= 328 cf @ 12.30 hrs Average Depth at Peak Storage= 1.18' Bank-Full Depth= 5.00', Capacity at Bank-Full= 597.82 cfs 60.0" Round Pipe n= 0.013 Length= 93.0' Slope= 0.0527 '/' Inlet Invert= 514.50', Outlet Invert= 509.60' Reach 12R: 60" Culvert 1 Hydrograph ❑ Inflow 80= I72.7?cfs I El Outflow 75= Inflow Area=31 .700 ac I7275cfs 70- Avg. Flow Depth=1 .18' 100 65= 60-3 Max Vel=20.62 fps f ^ 55= 60.0" :45_ Round Pipe 3 40 n=0.013 35_ L=93.0' A 30_ / 25 E S=O.0527 '/' 20 Capacity=597.82 cfs $15 jj 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD©9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 15 Reach 12R: 60" Culvert 1 Stage-Discharge 5� 0 Primary 4 ///// 3- w 2- // 1- 0 50 100 150 200 250 300 350 400 450 500 550 600 Discharge (cfs) Reach 12R: 60" Culvert 1 Stage-Storage 5-� ❑Storage` 4- / / //// 3- 2- // 1- o / 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 16 Summary for Reach 13R: 60" Culvert 2 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 2.88" for 10 Yr event Inflow = 73.31 cfs @ 12.30 hrs, Volume= 7.690 af Outflow = 73.31 cfs @ 12.30 hrs, Volume= 7.689 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 11.40 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.87 fps, Avg. Travel Time= 0.2 min Peak Storage= 354 cf @ 12.30 hrs Average Depth at Peak Storage= 1.82' Bank-Full Depth= 5.00', Capacity at Bank-Full= 260.44 cfs 60.0" Round Pipe n= 0.013 Length= 55.0' Slope= 0.0100 '/' Inlet Invert= 509.50', Outlet Invert= 508.95' 0 Reach 13R: 60" Culvert 2 Hydrograph / 0 Inflow 80- [73.31 cfs I ❑Outflow 75, Inflow Area=32.089 ac 73.31 cfs'V 70= Avg. Flow Depth=1.82' $ 65: 60: Max Vet=11.40 fps 552 60.0" 50 Round Pipe as 3 40 n=0.013 ' I OEr /� / 31;1 I'5 L=55.0' 25 S=0.0100 ' 1�' 20 /I 15 Capacity=260.44 cfs gO 10 /�I��l�// 4%///l,//////////f� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 17 Reach 13R: 60" Culvert 2 Stage-Discharge -r�� 0 Primary I O 2- _ // 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Discharge (cfs) Reach 13R: 60" Culvert 2 Stage-Storage 57 0 Storage` 4- "/;,; 3- aai - /�// 2 //// - ,r 1- 0 100 200 300 400 500 600 700 800 900 1,000 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 10 Yr Rainfall=5.53" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD©9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 18 Summary for Link 5L: Point of Analysis Inflow Area = 33.121 ac, 37.99% Impervious, Inflow Depth > 2.86" for 10 Yr event Inflow = 74.06 cfs @ 12.30 hrs, Volume= 7.880 af Primary = 74.06 cfs @ 12.30 hrs, Volume= 7.880 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 5L: Point of Analysis Hydrograph / ®Inflow II 80= E4(T cfs ❑Primary Inflow Area=33.121 75_ / cfs 70 60= '60 55 502 o 40= - / LL 35= 30a A �251 120- 5 10 �-� r" 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 9S: OFFSITE DRAINAGE Runoff = 152.12 cfs @ 12.28 hrs, Volume= 15.772 af, Depth> 5.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr Rainfall=9.07" Area (ac) CN Description 31.700 75 1/4 acre lots, 38% imp, HSG B 19.654 62.00% Pervious Area 12.046 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.9 Direct Entry, Subcatchment 9S: OFFSITE DRAINAGE Hydrograph 170/ ❑Runoff 160= 1152.12 cfs I 15°= Type II 24-hr 100 Yr 140, 130= Rainfall=9.07" 120H Runoff Area=31.700 ac "°- Runoff Volume-15.772 of 100= 90 Runoff Depth>5.97" 0 80= Tc=33.9 min LL CN=75 50= 40_ 30= / 20=102 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 20 Summary for Reach 7R: 60" Culvert 3 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 5.99" for 100 Yr event Inflow = 152.65 cfs @ 12.29 hrs, Volume= 16.016 af Outflow = 152.62 cfs @ 12.29 hrs, Volume= 16.015 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 10.34 fps, Min. Travel Time= 0.0 min Avg. Velocity= 3.64 fps, Avg. Travel Time= 0.1 min Peak Storage= 458 cf @ 12.29 hrs Average Depth at Peak Storage= 3.52' Bank-Full Depth= 5.00', Capacity at Bank-Full= 181.17 cfs 60.0" Round Pipe n= 0.013 Length= 31.0' Slope= 0.0048 '/' Inlet Invert= 504.15', Outlet Invert= 504.00' Reach 7R: 60" Culvert 3 Hydrograph 17° / ❑Inflow 1 152.65 cfs 1 ❑Outflow 160: Inflow Area=32.089 ad 152.62cfs 150= 140- Avg. Flow Depth=3.52' 101 130= Max VeI=10.34 fps 120= 110_ 60.0" 100_ Round Pipe 90' n=0.013 • 807 r� • 70 0 2 L=31.0' 50 S=0.0048 '/' 014 40_ Capacity=181.17 cfs 30100 _ , 20= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD©9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 21 Reach 7R: 60" Culvert 3 Stage-Discharge 5J 4111"� ❑Primary o. 4- 2- // 1- 0 20 40 60 80 100 120 140 160 180 Discharge (cfs) Reach 7R: 60" Culvert 3 Stage-Storage 5-� ❑Storage 4 3- 2- /// // 1- 0 / 0 50 100 150 200 250 300 350 400 450 500 550 600 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 22 Summary for Reach 12R: 60" Culvert 1 Inflow Area = 31.700 ac, 38.00% Impervious, Inflow Depth > 5.97" for 100 Yr event Inflow = 152.12 cfs @ 12.28 hrs, Volume= 15.772 of Outflow = 152.06 cfs @ 12.29 hrs, Volume= 15.771 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 25.42 fps, Min. Travel Time= 0.1 min Avg. Velocity= 9.47 fps, Avg. Travel Time= 0.2 min Peak Storage= 556 cf @ 12.29 hrs Average Depth at Peak Storage= 1.72' Bank-Full Depth= 5.00', Capacity at Bank-Full= 597.82 cfs 60.0" Round Pipe n= 0.013 Length= 93.0' Slope= 0.0527 '/' Inlet Invert= 514.50', Outlet Invert= 509.60' Reach 12R: 60" Culvert 1 Hydrograph 170y ■Inflow 1152.12 cis I ❑Outflow 160. Inflow Area=31.700 a• 152O6cis 150_ f Avg. Flow Depth=1.72' 130- Max Vel=25.42 fps 120 110 60.0" i00= Round Pipe 90- O 80 n=0.013 $ 70= L=93.0'60 50= S=0.0527 '/' 0 � 40- Capacity=597.82 cfs 30= 20_ 4:Ai 10= �I.I.�/ �il 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 23 Reach 12R: 60" Culvert 1 Stage-Discharge 5J �� ❑Primary 4-2- //Z // 1- 0 50 100 150 200 250 300 350 400 450 500 550 600 Discharge (cfs) Reach 12R: 60" Culvert 1 Stage-Storage 5-/ / ❑Storage` 4 / / /// 2- ////' // 1- 0 I � 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 Storage(cubic-feet) Inglewood-Postdev Type II 24-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 24 Summary for Reach 13R: 60" Culvert 2 Inflow Area = 32.089 ac, 38.43% Impervious, Inflow Depth > 5.99" for 100 Yr event Inflow = 152.66 cfs @ 12.29 hrs, Volume= 16.017 of Outflow = 152.65 cfs @ 12.29 hrs, Volume= 16.016 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 13.79 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.73 fps, Avg. Travel Time= 0.2 min Peak Storage= 609 cf @ 12.29 hrs Average Depth at Peak Storage= 2.75' Bank-Full Depth= 5.00', Capacity at Bank-Full= 260.44 cfs 60.0" Round Pipe n= 0.013 Length= 55.0' Slope= 0.0100 '/' Inlet Invert= 509.50', Outlet Invert= 508.95' Reach 13R: 60" Culvert 2 Hydrograph 170/ ®Inflow 1152.66 cfs l ❑Outflow 160- Inflow Area=32.089 ad f52.65cfsy 150= 140- Avg. Flow Depth=2.75' 130 Max Vel=13.79 fps „0 60.0" 100 Round Pipe 2. 90 0 80 n=0.013 '/ 70 L=55.0' 60 Op 50 S=0.0100 / 40 Capacity=260.44 cfs / 30 � P 20 `/�I // 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 25 Reach 13R: 60" Culvert 2 Stage-Discharge ❑ Primary' 4 2� Z/// 1 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 Discharge (cis) Reach 13R: 60" Culvert 2 Stage-Storage 5y / ❑Storage 4- 2- // // // 1- 0 0 100 200 300 400 500 600 700 800 900 1,000 Storage(cubic-feet) Inglewood-Postdev Type 1124-hr 100 Yr Rainfall=9.07" Prepared by Shimp Engineering, P.C. Printed 5/12/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 26 Summary for Link 5L: Point of Analysis Inflow Area = 33.121 ac, 37.99% Impervious, Inflow Depth > 5.96" for 100 Yr event Inflow = 153.97 cfs @ 12.29 hrs, Volume= 16.446 af Primary = 153.97 cfs @ 12.29 hrs, Volume= 16.446 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 5L: Point of Analysis Hydrograph Inflow 170 7 1153.97 cfs I 0 Primary 1607 Inflow Area=33.121 ,53-97cfs w 150= 140= 130_ 120- 110-a. 100-i 011 • 907 O 80701 • 707 60 Or°3 50! 40 30: r 20 jer z, 7 10-0 r r//.o//////////.W.f//////!// 1111 ,/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Stormwater Management Structure List Inglewood Terrace Structure Description Length Invert In Invert Out Number p [ft] [ft] [ft] Slope [ft/ft] Remarks Join Detention Pipe to JB-1 C4 72" HDPE Detention Pipe 93 512.18 512 0.19% with 48" CMP Culvert w/weir plate C3D DI-3B 8 525.06 519.09 100% A4 60" HDPE culvert 98 514.5 510.05 4.54% Join to JB-1 A3 60" HDPE culvert 55 509.5 508.89 1% Join to JB-1 A2 60" HDPE culvert 29.95 504.54 504 1.80% Provide DI-7 as connection as shown on plans Al EC-2 20 504 on grade 5% Rip Rap in ex. channel B5 DI-3B 10 512.25 508 1.26% Place in 2" Sag B4 DI-3B 8 512.25 507.75 1.1 1% Place in 2" Sag B3 60" HDPE Detention Pipe 128 506.1 505.1 0.78% Join Detention Pipe to JB-1 B2 15" Culvert 21.5 505 504.88 1% Outlet to Rip Rap B1 LD-229 Storm Drain Design Computations Inglewood Terrace From To Point Catch Runoff Inc Accum Tot Tot Tot Up Dn Pipe Inv Pipe Pipe Velocity Flow time Point A Coef AC AC Tc Int Flow Inv Inv Len S Dim Cap Inc (ac) (min) (in/hr) (cfs) El El (ft) % (in) (cfs) (ft/s) (min) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 A4 A3 32.60 0.40 13.04 13.04 33.9 2.93 72.83 514.50 510.05 96.46 5.00% 60 253.00 12.90 0.12 C3 A3 0.20 0.90 0.18 0.18 5.0 6.49 1.17 512.18 512.00 1.50 1.00% 48 61.89 4.95 0.01 A3 A2 0.00 0.00 0.00 0.00 5.0 6.49 74.00 509.50 508.89 56.87 1.07% 60 116.70 5.95 0.16 A2 0.03 0.90 0.03 0.21 A2 Al 0.00 0.00 0.00 0.21 5.0 6.49 75.34 504.54 504.00 22.60 2.39% 60 151.36 7.72 0.05 B5 B4 0.43 0.65 0.28 0.28 5.0 6.49 1.81 508.00 507.75 26.00 0.96% 15 2.93 2.39 0.18 0.28 B4 B3 0.05 0.90 0.04 0.32 5.0 6.49 3.89 507.75 507.50 24.00 1.04% 18 4.82 2.72 0.15 0.32 B2 B1 0.00 0.00 0.00 0.32 5.0 6.49 1.57 505.00 504.88 21.46 0.56% 15 2.10 1.71 0.21 H DJDJ Structure co co' W Number 0) O O O r;, CO G, N Inlet Type co co m 0 0 o o co co w Curb Opening 0 0 0 0 0 0 is ND A Catchment Area 0 0 CO CO 0 0 0 0 0 0 0 0 co co V V co io cn Runoff Coef 0 0 0 o 0 0 000000 M a)CA O O N (o 0 W CO CO- CO 0 _ A Cr) Q) A 0) O o 0 o 0 6) s OD Intensity p 000 01 a w 0 it - �.up()Catchment m 0)co N O N V O(T, A 0 0 0 7 Q carryover 0 -o 000 -� 0 -� o w 6 0 b 0 " ()Total 0 co 0 0 V N 0 01 A N 0 0 000000 O 0 0 0 0 0 Mannings N 0 0 0 0 m 0 0 0 0 0 0 0 0 r- ;,Gutter Slope - A A- A N N = 0 0 0 0 0 0 N N N N N ON C A Pave X-slope O O 0 0 0 0 .� v,- Gutter X-slope N w p cn ,Total Gutter o(0m0 a)Spread 0 o 0 O b o o � Depth at Curb V 0 0 O 0- CO 0 O V %Efficency G) 0 0 0 0 >v O N 0 7 O 0 O W A V O V, Q intercepted ' W V W 0 0 0 0 O o-- 01 ,�—o Q Bypassed W N co O O O o -- x—Midpoint Depth co CO o 0 x N Curb Height a 0 0 0 o W D/H coo) ). 0 CD (T, Cr, =a Midpoint Spread O Stormwater Quality Calculations: VRRM Redevelopment Spreadsheet Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014 _ To be used w/2011 BMP Standards and Specifications Site Data Project Name:Inglewood Terrace Date:April 26,2016 data input cells .yj calculation cells constant values _ Post-ReDevelopment Project&Land Cover Information Total Disturbed Acreage Constants Annual Rainfall(inches) Target Rainfall Event(inches) 1.00 Phosphorus EMC(mg/L) 0.28 Nitrogen EMC(mg/L) 1.86 Target Phosphorus Target Load(lb/acre/yr) 0.41 P) f 0.90 I Pre-Redevelopment Land Cover(acres) A soils BB Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 0.00 1.45 0.00 0.00 1.45 Managed Turf(acres)--disturbed,graded for yards or other turf to be mowed/managed 0.00 0.10 0.00 0.00 0.10 Impervious Cover(acres) 0.00 0 16 0.00 0.00 Total Post•ReDevelopment Land Cover(acres) _ A soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 0.00 0.36 0.00 0.00 0.36 Managed Turf(acres)--disturbed,graded for yards or other turf to be mowed/managed 0.00 0.72 0.00 0.00 0.72 Impervious Cover(acres) 0.00 0.63 0.00 0.00 0.63 ,Total 1.71 Area Check Okay Okay Okay Okay Rv Coefficients _ A soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 _ Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Lend Cover Summary Listed - Adjusted' ',Land Cover Summary Land Cover Summary Pre-ReDevelopment [Post-ReDevelopment Post-ReDevelopment New Impervious ° ,.' Forest/Open Space rr-'-'4-- -•. 41 Forest/Open Space Cover(acres) 1.45 Y '- 0.98 _ Cover(acres) 0.38 s Composite Composite Rv(forest) 0.03 --. 0.03 Rv(forest) 0.03 _ `�Forest 85% `79% %Forest '- 290' Managed Turf Managed Turf Cover(acres) 0.10 0.10 Cover(acres) 0.72 Composite Rv(turf) 0.20 ) 0.20 Composite Rv(turf) 0.20 %Managed Turf 6% ; 8% %Managed Turf 58% ReDev.Impervious Impervious Cover(acres) 0.16 0.16 Cover(acres) 0.16 New Impervious Cover(acres) 0.47 Rv(impervious) 0.95 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 9% 13% %Im_pervious 13% %Impervious 100% Total ReDev.Site Total Site Area(acres) 1.71 1.24 Area(acres) 1.24 Total New Dev.Site Area(acres) 0.47 Site Rv 0.13 0.16 ReDev.Site Rv - 0.25 New Dev.Site Rv 0.95 Post- ReDevelopment Treatment Volume Post-Development Treatment Pre-Development Treatment Volume(acre-ft) 0.0180 0.0168 _ acre-ft g'0.0256 _ Volume(acre-ft) 0.0372 Post- ReDevelopment Treatment Volume Post-Development Treatment Pre-Development Treatment Volume(cubic feet) ' 782 731 (cubic feel) ' 1,114 Volume(cubic feet: 1,621 Post- ReDevelopment Pre-Development Load(TP)(Ib/yr) 0.49 0.46 Load(TP)(Ib/yr) 0.70 Post-Development Load(TP)ilb,yr, 1.02I I 'Adjusted Lend Cover Summary reflects the pre redevelopment land Maximum%Reduction Required Bel:;w ,. . cover minus the pervious land cover(forest/open space or managed Pre-ReDevelopment Load U 20% _ turf)acreage proposed for new impervious cover.The adjusted total I _ acreage is consistent with the Post Redevelopment acreage(minus -- ' TP Load Reduction Required for• TP Load Reduction Required for the acreage of new impervious cover).The load reduction Redeveloped Area(Ibyr) 0.33 New Impervious Area(lb/yr) requriement for the new impervious cover to meet the new ♦ ' _ - development load limit is computed in Column I. 1 IIIMI _ Total Load Reduction Required(Ib/yr) 1.16 Pre-Development Load(IN)(Ib.yr) Post-Development Load(TN)(lb/yr) -.1239j -. Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report USDA United States A product of the National Custom Soil Resource r� Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for \ RCS States Department of Agriculture and other Al be m a rl e Federal agencies, State Natural agencies including the Resources Agricultural Experiment C O ll n�y 7 Vi rg i n i a Conservation Stations, and local Service participants , T, tar y .. ak \ a ... S �,�} • r , fir r f. 4, Jyr i . . A , , . . hs..4.` .4 . ,..4.1,,,, .. ,... . . , .;,,,p.,,,,„., .1,0,4.1 . . .bo.,......, .,... 1 , , ;,1. iitt:• i; ,. a $ ' „ , • .t. s 1 4 * 1*, i 4 4 ...",„ „II , . - . . .. ,. . , . . , ,,,„, . ,......,.. .......,... ti A . • ... ; t.11A r--�..._,,..„ fir;to ! sie j till, .. •'-It . , 5Y6 ,10 P. •t' * . f a [ V' \ . 4( ..„. , ,,..).• 'A.a•e ' t 1 ''S... r 1 ►Jr. . �. •!. 4 hilt d l ' { so ii, 0 8 000 ft i. January 23, 2016 Custom Soil Resource Report Soil Map ,_.. 719320 719340 719360 719380 719400 719420 719440 719460 FA t • • �►• ' 4to..io,II. ri •iiirv,„x.„.., 41 1,..,. •-'P.At "I' . li t`..., • I .1 . IV • . ,'.0 . . , . ‘4 ,44 t-kr ,4 .11f. 1 4 . ' 4 .k . .4 .4):. - iiii- 441 . . . .1117,1 I 6‘VIC • Y *. • $ - , Cpi ' A . ‘06 - z- t / 3. r way sfr , , # .I ' • . Si ..,,, ' .Eby I � e �3 { a� r� .lf�tt.� ^ P. \ '4 4 t 1..... • - t• --t, '"� 39D fir ;r 1K *... `• - - • • • T = ` a )III •%A.• y11 w J a - r.= lir r 3•^ rr• a. .4 ] a N . :#4, ; .. 4 .., . . .. , , a , .,, . . . de i ,,tee ...... 38°3'47'N - N 38°3'47'N a 719260 719280 719300 719320 719340 719360 719380 719400 719420 719440 719460 3 3 P Map Scale:1:968 if printed on A landscape(11"x 8,5")sheet Mebets N 0 10 20 40 60 Feet Map projectiAon:45 Web Merotix90 Cornerm ordinahes:WG584180 Edge tia:UTM Zone 17N WGS84270 6 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) g4 Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. Area of Interest(AOI) o Stony Spot Soils Warning:Soil Map may not be valid at this scale. 63 Very Stony Spot Soil Map Unit Polygons tr Wet Spot Enlargement of maps beyond the scale of mapping can cause ..ys Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil line jj Other ® Soil Map Unit Points placement.The maps do not show the small areas of contrasting Special Line Features soils that could have been shown at a more detailed scale. Special Point Features (v Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map ,,, Borrow Pit measurements. Transportation X Clay Spot +44 Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression My Interstate Highways Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov • Gravel Pit US Routes Coordinate System: Web Mercator(EPSG:3857) Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator 0 Landfill Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the A. Lava Flow Background Albers equal-area conic projection,should be used if more accurate 44+ Marsh or swamp . Aerial Photography calculations of distance or area are required. ift Mine or Quarry This product is generated from the USDA-NRCS certified data as of O Miscellaneous Water the version date(s)listed below. O Perennial Water Soil Survey Area: Albemarle County,Virginia Rock Outcrop Survey Area Data: Version 10,Dec 11,2013 T Saline Spot Soil map units are labeled(as space allows)for map scales 1:50,000 '• •:• Sandy Spot or larger. .g. Severely Eroded Spot Date(s)aerial images were photographed: May 9,2011—Jun 4, * Sinkhole 2011 to Slide or Slip The orthophoto or other base map on which the soil lines were • Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map-unit-boundaries may bctuvident. 7 Custom Soil Resource Report Map Unit Legend Albemarle County,Virginia(VA003) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 27C Elioak loam,7 to 15 percent 0.2 7.1% slopes 39D Hazel loam, 15 to 25 percent 3.1 92.9% slopes Totals for Area of Interest 3.3 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however, the soils are natural phenomena,and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 8 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Albemarle County, Virginia 27C—Elioak loam, 7 to 15 percent slopes Map Unit Setting National map unit symbol: kb8z Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Farmland of statewide importance Map Unit Composition Elioak and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elioak Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from mica schist Typical profile H1 - 0 to 8 inches: loam H2- 8 to 39 inches: silty clay H3-39 to 79 inches: silt loam Properties and qualities Slope: 7 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B 39D—Hazel loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: kbb3 10 Custom Soil Resource Report Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost-free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Hazel and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hazel Setting Landform: Hillslopes Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from graywacke sandstone and mica schist Typical profile H1 - 0 to 10 inches: loam H2- 10 to 20 inches: loam H3- 20 to 30 inches: channery loam H4 -30 to 79 inches: bedrock Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: 20 to 40 inches to lithic bedrock Natural drainage class: Excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B 11 �r NOAA Atlas 14,Volume 2,Version 3 *,, ° Location name:Charlottesville,Virginia,US* 4/nose Latitude:38.0647°,Longitude:-78.4957° ~ : %.� Y Elevation:526 ft* °+�%ma 0"'� "source:Google Maps .,,,.o` POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials 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 0.493 0.553 0.623 0.678 0.729 0.777 0.835 0.882 (0.317-0.391) (0.379-0.466) (0.444-0.546) (0.497-0.613) (0.557-0.688) (0.603-0.747) (0.645-0.803) (0.683-0.856) (0.726-0.923) (0.760-0.978) 10-min 0.562 0.671 0.789 0.885 0.994 1.08 1.16 1.23 1.32 1.39 (0.507-0.624) (0.606-0.745) (0.710-0.874) (0.795-0.980) (0.888-1.10) (0.961-1.19) (1.02-1.27) (1.08-1.36) (1.15-1.46) (1.20-1.54) 15-min 0.703 0.844 0.998 1.12 1.26 1.37 1.46 1.55 1.66 1.74 (0.634-0.780) (0.762-0.936) (0.899-1.11) (1.01-1.24) (1.13-1.39) (1.22-1.51) (1.29-1.61) (1.37-1.71) (1.45-1.84) (1.50-1.93) 30-min 0.963 1.17 1.42 1.62 1.86 2.06 1 2.24 2.42 2.65 2.82 (0.869-1.07) (1.05-1.29) (1.28-1.57) (1.46-1.80) (1.67-2.06) (1.83-2.27) I (1.98-2.47) (2.13-2.67) (2.30-2.92) (2.43-3.13) 60-min 1.20 1.46 1.82 2.11 2.48 2.79 3.09 1 3.39 3.79 4.12 (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) (2.98-3.74) (3.30-4.19) (3.55-4.57) 2-hr 1.44 1.75 2.19 2.58 3.07 3.48 3.90 4.35 4.96 5.48 (1.27-1.65) (1.54-2.00) (1.93-2.50) (2.26-2.92) (2.68-3.48) (3.02-3.94) (3.37-4.41) (3.72-4.91) (4.20-5.61) (4.59-6.22) 1.58 1.92 2.40 2.81 3.35 3.81 4.28 4.77 5.44 I 6.02 -hr (1.39-1.82) (1.68-2.20) (2.10-2.76) (2.45-3.22) (2.91-3.83) (3.28-4.344) (3.66-4.88) (4.05-5.43) (4.57-6.22) (5.00-6.88) 6-hr 2.02 I 2.44 3.03 I 3.56 4.28 I 4.91 5.57 6.28 7.30 8.19 (1.78-2.28) ! (2.15-2.76) (2.67-3.43) (3.12-4.03) (3.73-4.83) (4.25-5.53) (4.78-6.27) (5.33-7.08) (6.10-8.23) (6.75-9.25) 12-hr 2.53 3.06 3.82 4.51 5.49 6.36 7.31 ' 8.34 9.88 11.3 (2.24-2.90) (2.70-3.50) (3.35-4.36) (3.96-5.15) (4.78-6.25) (5.47-7.22) (6.21-8.29) (7.00-9.45) (8.12-11.2) , (9.11-12.8) 24hr 3.02 3.66 4.68 5.53 6.79 7.88 I 9.07 10.4 12.4 14.1 (2.72-3.39) (3.29-4.10) ! (4.19-5.24) (4.94-6.17) (6.03-7.56) (6.94-8.74) (7.92-10.1) (8.98-11.5) (10.5-13.7) (11.8-15.5) 2-day 3.57 4.32 5.50 6.47 7.87 9.04 10.3 11.7 13.7 15.4 (3.20-3.98) (3.88-4.83) (4.93-6.14) (5.78-7.21) (6.98-8.75) (7.96-10.0) (9.01-11.5) (10.1-13.0) (11.7-15.3) (13.0-17.2) 3-day 3.80 4.60 5.85 6.87 8.36 9.60 10.9 12.4 14.5 16.3 (3.45-4.21) (4.18-5.10) (5.30-6.47) (6.21-7.59) (7.51-9.22) (8.57-10.6) (9.69-12.1) (10.9-13.7) (12.6-16.1) (14.0-18.1) 4.03 4.88 6.20 7.28 8.85 10.2 11.6 13.1 15.3 17.2 4-day (3.70-4.43) (4.47-5.36) (5.67-6.81) (6.64-7.98) (8.04-9.69) (9.18-11.1) (10.4-12.7) (11.7-14.4) (13.5-16.8) (15.0-19.0) 7-day 4.68 5.64 7.05 I 8.21 9.87 11.3 1 12.7 14.3 16.6 18.5 (4.30-5.11) (5.19-6.15) (6.47-7.68) (7.51-8.94) (8.99-10.7) (10.2-12.2) (11.4-13.9) (12.8-15.6) (14.6-18.2) (16.1-20.3) 10-day 5.31 6.38 7.87 9.09 10.8 12.2 ! 13.7 15.2 17.4 19.3 J (4.90-5.74) (5.89-6.90) (7.26-8.51) (8.36-9.81) (9.90-11.7) (11.1-13.2) 1 (12.4-14.8) (13.7-16.5) (15.5-18.9) (17.0-21.0) 20-day 6.97 8.32 10.0 11.4 13.3 14.7 16.2 17.7 19.7 21.3 (6.53-7.47) (7.80-8.90) (9.40-10.8) 1 (10.7-12.2) (12.3-14.2) (13.6-15.7) (15.0-17.3) (16.3-19.0) (18.0-21.2) (19.4-23.0) 30-day 8.56 10.1 12.0 I 13.4 15.2 16.6 18.0 19.3 21.1 22.4 (8.06-9.11)^ (9.56-10.8) (11.3-12.8) (12.6-14.3) (14.3-16.2) (15.6-17.7) (16.8-19.2) I (18.0-20.6) (19.5-22.6) (20.6-24.0) 45-day 10.7 12.6 14.7 16.3 18.4 19.9 21.3 22.8 24.6 - 25.9 (10.1-11.3) (11.9-13.4) (13.9-15.6)...1 (15.4-17.3) (17.3-19.4) (18.7-21.1) (20.0-22.6) (21.2-24.1) (22.8-26.2) (24.0-27.6) 60-day 12.5 14.7 17.0 18.7 20.9 22.5 24.0 25.4 27.3 28.6 (11.9-13.2) (14.0-15.6) (16.1-17.9) (17.7-19.7) (19.7-22.0) (21.2-23.7) (22.6-25.3) (23.9-26.9) (25.5-28.9) (26.6-30.3) 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 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 orinrInIc i1.111 r