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HomeMy WebLinkAboutWPO201800085 Calculations 2019-01-18PROJECT MANAGEMENT SHIMCIVIL ENGINEERING LAND PLANNING Mr. David James Albemarle County Department of Community Development 401 McIntire Road Charlottesville, VA 22902 Regarding: Dear Mr. James, January 181h, 2019 TMP-1 8-34F1 -G Residence - VSMP Stormwater Narrative Enclosed is the stormwater management calculations for the proposed residential single family home at parcel 18-34F1-G in Earlysville, Virginia. The stormwater management strategy for this site is to direct runoff though channels and culverts to a total of three (3) detention pond and two (2) level spreaders. The future house will contain roof drains with a stormwater disconnection. ,o. According to the VRRM Re -Development spreadsheet, this redevelopment has a required nutrient load reduction of 1.00 lb/yr. The runoff quality requirement will be met though the dedication of 2.92 acres of Open Space. To treat runoff quantity, three (3) detention ponds will be employed that will safely release water to the protected outlet in the existing swales 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 as shown on SWM Map. In this handbook are included the both pre- and post -development runoff analyses and standard calculations for stormwater management facilities on -site. Sincerely, Justin Shimp, P.E. Shimp Engineering, P.C. Contents: Stormwater Quality Calculations: VRRM Redevelopment Spreadsheet VRRM Area Map Pre -Development Stormwater Management Calculations: Pre -Development Drainage Map Time of Concentration Calculations Energy Balance Equation Summary Pre -Development HydroCAD Analysis Post -Development Stormwater Management Calculations: Post -Development Drainage Map Post -Development HydroCAD Analysis LD-268 Independent Reports: ' Excerpt from NRCS Soils Report NOAA Precipitation Report 0 ift Stormwater Quality Calculations: VRRM New Development Spreadsheet VRRM Area Map 40 VEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet -Version 3.0 C: 2011 BMP Standards and Specifications E 2013 Draft BMP Standards and Specifications Project Name TMP-18-34F1-GI_. cut InPVt Date 10/24/2018 t ntv Iwo BMP Design 5pecificotions List. 2013 Draft Stds & Specs 1 latlon cells Site Information ;Post -Development Project (Treatment Volume and Loads) Eland Cover (acres) A Soils BSoi Is Csoils DSoils Totals Fwert/Open Space (acres) —undisturbed, -gmcected (ores[/o nspace orreforested la yid 2.92 z.92 -:Managed Turt (acres) --disturbed, graded for ards or other turfto be mowed/managed 2.57 2,57 limb 'hnptrvlous Cover (acres) r 050 0.50 ? •Forest/Open Space areas must be pm�,. ... - �:.. •... -. r. 5.99 ;Constants :Annual Rainfall(inches) 43 `Target Rainfall Event(inches) 1.00 J-1 Phosphorus(TP) EMC(mg/L) 0.26 Natal M—gen(TN) EMC(mg/1) 1.86 (Target TPLoad(ib/acre/yr) 0.41 PI(unilks, correction hoar) 0.90 TP Load Reduction Required (lb/yr) 1 0.00 Land Cover Summary Treatment Volume and Nutrient Loads Treatment Volume (acre-ft) 0.0897 Treatment Volume (cubic feet) 3,908 TP load(lb/yr) 2.46 TN Load QEyr) IMorrn mono( Po es Onlyl 17.57 Forest/Open Space Cover (acres) 2.92 Weighted Rv (forest) 0.03 %Forest 49% Managed Turf Cover (acres) 2,57 Weighted Rv(turf) 0.20 %Managed Turf 43% Impervious Cover (acres) 0.50 Rv(impervious) 0,95 %Impervious 8% Site Area (acres) 5.99 Site Rv 0.18 +� FOREST ++,+ TURF IMPER VIOUS T.M.18-e2 STATE ROUTE 1543_ SPRING WE DRIVE(Sa') T.M.19-21E Cover _ B Soils SF AC Forest 1 127,195 2.92 TXWA R 3 T.MAIIA-41 TM.1•A-52 8+e O�y 34D ys'< ♦1 HSG 8 e � ro ♦ a s T III-WAt M. * • • rxle-ss • Tx1s-3111, • ■ w 4 80 0 80 160 240 Scale: 1'=80' 34D HSG 8 vQ z A� V O 0 LL L � L 2� W �� Q Date 1 9 2019 Scale 1 "=80' Sheet No. C1 OF 1 File No. 18.043 0 Pre -Development Stormwater Management Calculations: Pre -Development Drainage Map Energy Balance Equation Summary Pre -Development HydroCAD Analysis NOTE: GI5 4-ft Contours Shown r TIME OF Any determination of topography or contours, or ` CONCENTRATION any depiction of physical Improvements, property IInc5 or boundarIC5 IS for general Information only + and shall not be used for the de51gn, modification, FOREST or con5tructlon of Improvements to real property ♦ or for flood plain determination. 4P TURF IMPERVIOUS T.M.1■A-52 i u � , � +'e`�'�m - T.M. 18-341F7 ♦s �• , _ � ♦ LICK MOUNEAWGLLC I � a •♦ - _ (D.6. sov Tas) (o a s( ♦ 4D.5 Pun 34D t y a-4D4 , TM16Am57 � • "/\ �; ., k..Q `-SIREIl1 B�iFER ♦ ♦~.♦♦♦V'R r 6 f cp K ■ '', ' ♦ -� DA-4--0.62 AC', e♦ • 0 SF IMP. _ 1 1 £x } 1 Oo 1 1 S 1 1 � 1 A 1 , 1 1 1 1 1 1 � i 1 � 1 1 1 I 1 1 it DA-1-0.60 AC 11 2,813 SF IMP. STATE ROUTE 1543- SPRING LAKE DRIVE(56) ♦ / . ... .. ■ '+ - ,'.. 'r I •free. a `m DA-3,fi.39 AG. . _ 2,448 SF IMP. � � � �+`.� _ _ _ _ r r _ • • • 4 .yr �� � ��' '1-.. s-.�.,y • ♦ y.� as-o.a r.M.16-n • � i, ■ r , r a 1 ' 1 , } ., < i `'C .✓� _ r" ,�♦�'�"`� 278 �,'"+ ��HSG B♦•h •R �+ / r. Ac �•.- •,� HSG B ga .i •"•A,' r • * r! M '., .. + " LIMITS OF ....� •• y ,• r /r r� •. _ s � DISTURBANCE �� � _ _ _ • _ 1 ' •� i / ♦ . HSG t ..,x T �,;;:. � -- �' ♦ � ems. i. r _♦ w. � '✓� b ARR��ID.,♦r.f .,♦•oe e4 *. ,, '� - Y__ ,.:� �-DA-2=0.56 34D • s♦♦• I .�.'• AC +♦ - - --- H G- B S -' - 1,334 SF IMP .. "_ 3 a 8 s ';� ♦ T.M. 18-34F2 s y A x ' -^- , ♦ , _ - - KNICKTON•_DERRFJf + MIU10Y 27B '�r1r (D.e. 5093/692) HSG B , a 4.40 AC z$ F s r 1 � � x 1 � s f ' T.M.16-]SA ■ - - - T.M.16-35A1 T.4.16-w T.M.16-3681 Drainage Area Summary SF AC SF SF SF - Pre -Development AC AC AC AC SF AC DA Area Area Impervious Impervious C A Pervious Pervious Turf Turf Woods Woods 1 26,042 0.60 Z813 0.06 0.36 0.60 23,230 0,53 23,229 0.53 0 0 2 24,535 0.56 1,334 0.03 0.33 0.56 23,201 0.53 9,910 0.23 13290.5 0.31 3 60,619 1.39 2,448 0.06 0.32 1.39 58,171 1.34 2,092 0.05 56079 1.29 4 26,866 0.62 0 0.00 0.30 0.62 26,866 0.62 0 0.00 26,866 0.62 5 29,015 0.67 0 0.00 0.00 0.67 29,015 0.67 00 0.00 29,015 0.67 Post -Development Drainage Area Summary SF AC SF AC AC SF AC SF AC SF AC DA Area Area Impervious Impervious C A Pervious Pervious Turf Turf Woods Woods 1 26,042 0.60 4,387 0.10 0.40 0.60 21,655 0.50 21,655 0.50 0 0 2 24,535 0.56 2,597 0.06 0.36 0.56 21,938 0.50 21,938 0.50 0 0 3 60,619 1.39 4,505 0.10 0.34 1.39 56,114 1.29 16,693 0,38 39421 0.90 4 26,866 0.62 2,935 0.07 0.37 0,62 23,931 0.55 12,439 0.29 11,492 0.26 5 29015 0.67 2,364 0.05 0.35 0.67 26,651 0.61 9,139 0.21 17,512 0.40 e 8 � S i, 34D HSG B TMP 18-34F1-G 24 Hr 1 year Storm: DA 1 Qdeveloped�5 I.F.•• (Qpre-developed* RVPre- Developed) Redeveloped Qdeveloped:5 (Qforested RVforested) RVdeveloped Drainage Area : 0.60 Ac Qpre-developed = 0.33 RVPre-Developed = € 0.021 Max Qdeveloped = 0.20 cfs RVDeveloped = i 0.028 Post Development Runoff Peak Flow =0.20 cfs, meets 9VAC25-870-66-B(3) Post Development Q10 = 1.39 cfs TMP 18-34F1-G 24 Hr 1 year Storm: DA 4 Qdeveloped!� 1.F. *(Qpre-developed*RVPre-Developed)/Rudeveloped Qdeveloped!� (Qforested RVforested) RVdeveloped Drainage Area : 0.62 Ac _ Qpre-developed = ( m 0.04 1 F;VPre-Developed = I 0.008 Max `n 4ieveloped = 0.01 cfs RVDeveloped = 0.02 Post Development Runoff Peak Flow = 0.01 cfs, meets 9VAC25-870-66-B(3) Post Development Q10 = 0.12 cfs TMP 18-34F1-G 24 Hr 1 year Storm: DA 3 Qdeveloped� I.F. *(Qpre-developed*RVPre-Developed)/RVdeveloped developed Qforested RVforested) RVdeve loped Drainage Area : 1.39 Ac Qpre-developed = 0.17 RVPre-Developed = 0.022 Max Qdeveloped = 0.08 cfs RVDeveloped = 0.037 Post Development Runoff Peak Flow = 0.08 cfs, meets 9VAC25-870-66-B(3) Post Development Q10 = 2.53 cfs Pre -Development HydroCAD Report Project: TMP 18-34F1-G Residence Prepared By: Shimp Engineering, P.C. 1 (i) (i) 5 (: 4 DA 1 D 2 D 3 D 5 DA 4 41 P1I [ P2 P3 P5 P4 POA 1 POA 2 POA 3 POA 5 POA 4 CSucat Reach on Link Routing Diagram for 5639 Markwood Rd. PREDEV Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net, Printed 11/7/2018 HydroCAD®10.00-22 Sampler s/n S21870 © 2018 HydroCAD Software Solutions LLC 0 Pre -Development 5639 Markwood Rd. PREDEV Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Pape 1 Area Listing (all nodes) ,,. Area CN Description (acres) (su bcatch ment-n umbers) 2.875 55 Woods, Good, HSG B (2, 3, 4, 5) 0.809 61 >75% Grass cover, Good, HSG B (1, 2, 3) 0.151 98 Impervious, HSG B (1, 2, 3) 3.836 TOTAL AREA 0 0 Pre -Development a" 5639 Markwood Rd. PREDEV Type 11 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 2 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: DA 1 Runoff Area=26,043 sf 10.80% Impervious Runoff Depth>0.43" Tc=12.1 min CN=65 Runoff=0.33 cfs 0.021 of Subcatchment2: DA 2 Runoff Area=24,535 sf 5.44% Impervious Runoff Depth>0.27" Tc=12.8 min CN=60 Runoff=0.15 cfs 0.013 of Subcatchment3: DA 3 Runoff Area=60,619 sf 4.04% Impervious Runoff Depth>0.19" Tc=15.6 min CN=57 Runoff=0.17 cfs 0.022 of Su bcatch ment 4: DA 4 Runoff Area=26,866 sf 0.00% Impervious Runoff Depth>0.15" Tc=12.8 min CN=55 Runoff=0.04 cfs 0.008 of Subcatchment5: DA 5 Runoff Area=29,015 sf 0.00% Impervious Runoff Depth>0.15" Tc=0.0 min CN=55 Runoff=0.10 cfs 0.008 of Link P1: POA 1 Inflow=0.33 cfs 0.021 of Primary=0.33 cfs 0.021 of Link P2: POA 2 Inflow=0.15 cfs 0.013 of Primary=0.15 cfs 0.013 of Link P3: POA 3 Inflow--O. 17 cfs 0.022 of Primary*17 cfs 0.022 of Link P4: POA 4 Inflow=0.04 cfs 0.008 of Primary=0.04 cfs 0.008 of Link P5: POA 5 Inflow--O. 10 cfs 0.008 of Primary=0.10 cfs 0.008 of Total Runoff Area = 3.836 ac Runoff Volume = 0.073 of Average Runoff Depth = 0.23" 96.05% Pervious = 3.684 ac 3.95% Impervious = 0.151 ac on r� No Pre -Development 5639 Markwood Rd. PREDEV Type 1124-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1: DA 1 Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.021 af, Depth> 0.43" 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=2.97" Area (sf) CN Description 23,230 61 >75% Grass cover, Good, HSG B 2,813 98 Impervious, HSG B 26,043 65 Weighted Average 23,230 89.20% Pervious Area 2,813 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Summary for Subcatchment 2: DA 2 Runoff = 0.15 cfs @ 12.10 hrs, Volume= 0.013 af, Depth> 0.27" 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=2.97" Area (sf) CN Description 9,911 61 >75% Grass cover, Good, HSG B 1,334 98 Impervious, HSG B 13,290 55 Woods, Good, HSG B 24,535 60 Weighted Average 23,201 94.56% Pervious Area 1,334 5.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 Runoff = 0.17 cfs @ 12.16 hrs, Volume= 0.022 af, Depth> 0.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs w" Type II 24-hr 1-yr Rainfall=2.97" r" 0 Pre -Development 5639 Markwood Rd. PREDEV Type // 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 4 Area (sf) CN Description 2,092 61 >75% Grass cover, Good, HSG B 2,448 98 Impervious, HSG B 56,079 55 Woods Good, HSG B 60,619 57 Weighted Average 58,171 95.96% Pervious Area 2,448 4.04% Impervious Area Tc Length Slope Velocity Capacity Description •• (min) (feet) (ft/ft) (ftlsec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 0.04 cfs @ 12.14 hrs, Volume= 0.008 af, Depth> 0.15" 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=2.97" Area (so CN Description 0 61 >75% Grass cover, Good, HSG B 0 98 Impervious, HSG B 26,866 55 Woods, Good, HSG B 26,866 55 Weighted Average 26,866 100.00% Pervious Area am Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 0.10 cfs @ 11.95 hrs, Volume= 0.008 af, Depth> 0.15" 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=2.97" Am Area (so CN Description 0 61 >75% Grass cover, Good, HSG B 29,015 55 Woods, Good, HSG B 0 98 Impervious 29,015 55 Weighted Average 29,015 100.00% Pervious Area so an Pre -Development 5639 Markwood Rd. PREDEV Type II 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 5 Summary for Link P1: POA 1 Inflow Area = 0.598 ac, 10.80% Impervious Inflow Depth > 0.43" for 1-yr event Inflow = 0.33 cfs @ 12.07 hrs, Volume= 0.021 of Primary = 0.33 cfs @ 12.07 hrs, Volume= 0.021 af, Atten= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 ac, 5.44% Impervious, Inflow Depth > 0.27" for 1-yr event Inflow = 0.15 cfs @ 12.10 hrs, Volume= 0.013 of Primary = 0.15 cfs @ 12.10 hrs, Volume= 0.013 af, Atten= 0% Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 m Inflow Area = 1.392 ac, 4.04% Impervious, Inflow Depth > 0.19" for 1-yr event Inflow = 0.17 cfs @ 12.16 hrs, Volume= 0.022 of Primary = 0.17 cfs @ 12.16 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min " Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P4: POA 4 Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth > 0.15" for 1-yr event Inflow = 0.04 cfs @ 12.14 hrs, Volume= 0.008 of Primary = 0.04 cfs @ 12.14 hrs, Volume= 0.008 af, Atten= 0°/g Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P5: POA 5 Inflow Area = 0.666 ac, 0.00% Impervious, Inflow Depth > 0.15" for 1-yr event Inflow = 0.10 cfs @ 11.95 hrs, Volume= 0.008 of Primary = 0.10 cfs @ 11.95 hrs, Volume= 0.008 af, Atten= 0°/q Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Wn 0 Pre -Development am 5639 Markwood Rd. PREDEV Type 11 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 6 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS w, Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: DA 1 Runoff Area=26,043 sf 10.80% Impervious Runoff Depth>1.74" Tc=12.1 min CN=65 Runoff=1.60 cfs 0.087 of Subcatchment2: DA 2 Runoff Area=24,535 sf 5.44% Impervious Runoff Depth>1.38" Tc=12.8 min CN=60 Runoff=1.14 cfs 0.065 of Subcatchment3: DA 3 Runoff Area=60,619 sf 4.04% Impervious Runoff Depth>1.17" Tc=15.6 min CN=57 Runoff=2.09 cfs 0.136 of Subcatchment4: DA 4 Runoff Area=26,866 sf 0.00% Impervious Runoff Depth>1.04" Tc=12.8 min CN=55 Runoff=0.89 cfs 0.054 of Subcatchment5: DA 5 Runoff Area=29,015 sf 0.00% Impervious Runoff Depth>1.05" Tc=0.0 min CN=55 Runoff=1.56 cfs 0.058 of Link P1: POA 1 Inflow=1.60 cfs 0.087 of Primary=1.60 cfs 0.087 of Link P2: POA 2 Inflow=1.14 cfs 0.065 of Primary=1.14 cfs 0.065 of Link P3: POA 3 Inflow=2.09 cfs 0.136 of Primary=2.09 cfs 0.136 of Link P4: POA 4 Inflow=0.89 cfs 0.054 of Primary=0.89 cfs 0.054 of Link P5: POA 5 Inflow=1.56 cfs 0.058 of Primary=1.56 cfs 0.058 of Total Runoff Area = 3.836 ac Runoff Volume = 0.399 of Average Runoff Depth =1.25" 96.05% Pervious = 3.684 ac 3.95% Impervious = 0.151 ac r, K- -, 77 Pre -Development Am 5639 Markwood Rd. PREDEV Type // 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1: DA 1 •• Runoff = 1.60 cfs @ 12.05 hrs, Volume= 0.087 af, Depth> 1.74" 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=5.40" Area (so CN Description 23,230 61 >75% Grass cover, Good, HSG B 2,813 98 Impervious, HSG B 26,043 65 Weighted Average 23,230 89.20% Pervious Area �., 2,813 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Summary for Subcatchment 2: DA 2 Runoff = 1.14 cfs @ 12.06 hrs, Volume= 0.065 af, Depth> 1.38" 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=5.40" Area (so CN Description 'ow 9,911 61 >75% Grass cover, Good, HSG B 1,334 98 Impervious, HSG B 13,290 55 Woods, Good, HSG B 24,535 60 Weighted Average 23,201 94.56% Pervious Area 1,334 5.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 me Runoff = 2.09 cfs @ 12.10 hrs, Volume= 0.136 af, Depth> 1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs w. Type II 24-hr 10-yr Rainfall=5.40" 0 L" 0 Pre -Development Aft 5639 Markwood Rd. PREDEV Type II 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 8 Area (so CN Description 2,092 61 >75% Grass cover, Good, HSG B ®., 2,448 98 Impervious, HSG B 56,079 55 Woods, Good, HSG B 60,619 57 Weighted Average 58,171 95.96% Pervious Area 2,448 4.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 0.89 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 1.04" 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=5.40" �• Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B 0 98 Impervious, HSG B 26,866 55 Woods, Good, HSG B 26,866 55 Weighted Average 26,866 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 [461 Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 1.56 cfs @ 11.90 hrs, Volume= 0.058 af, Depth> 1.05" 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=5.40" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B 29,015 55 Woods, Good, HSG B 0 98 Impervious 29,015 55 Weighted Average 29,015 100.00% Pervious Area M a" Pre -Development '�° 5639 Markwood Rd. PREDEV Type 11 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Pape 9 Summary for Link P1: POA 1 am Inflow Area = 0.598 ac, 10.80% Impervious, Inflow Depth > 1.74" for 10-yr event Inflow = 1.60 cfs @ 12.05 hrs, Volume= 0.087 of Primary = 1.60 cfs @ 12.05 hrs, Volume= 0.087 af, Atten= 0°/g Lag= 0.0 min oft Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 ac, 5.44% Impervious, Inflow Depth > 1.38" for 10-yr event Inflow = 1.14 cfs @ 12.06 hrs, Volume= 0.065 of dM Primary = 1.14 cfs @ 12.06 hrs, Volume= 0.065 af, Atten= 0°/g Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 Inflow Area = 1.392 ac, 4.04% Impervious, Inflow Depth > 1.17" for 10-yr event Inflow = 2.09 cfs @ 12.10 hrs, Volume= 0.136 of Primary = 2.09 cfs @ 12.10 hrs, Volume= 0.136 af, Atten= O%/ Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P4: POA 4 go Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth > 1.04" for 10-yr event Inflow = 0.89 cfs @ 12.07 hrs, Volume= 0.054 of Primary = 0.89 cfs @ 12.07 hrs, Volume= 0.054 af, Atten= 0°/g Lag= 0.0 min OM Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P5: POA 5 Inflow Area = 0.666 ac, 0.00% Impervious, Inflow Depth > 1.05" for 10-yr event Inflow = 1.56 cfs @ 11.90 hrs, Volume= 0.058 of Primary = 1.56 cfs @ 11.90 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 0 0 as 5639 Markwood Rd. PREDEV Pre -Development Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.875 55 Woods, Good, HSG B (2, 3, 4, 5) ,. 0.809 61 >75% Grass cover, Good, HSG B (1, 2, 3) 0.151 98 Impervious, HSG B (1, 2, 3) 3.836 TOTAL AREA Aft Pre -Development Aft 5639 Markwood Rd. PREDEV Type // 24-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 low HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 2 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: DA 1 Runoff Area=26,043 sf 10.80% Impervious Runoff Depth>2.56" Tc=12.1 min CN=65 Runoff=2.37 cfs 0.128 of Subcatchment2: DA 2 Runoff Area=24,535 sf 5.44% Impervious Runoff Depth>2.11" Tc=12.8 min CN=60 Runoff=1.78 cfs 0.099 of Subcatchment3: DA 3 Runoff Area=60,619 sf 4.04% Impervious Runoff Depth>1.85" Tc=15.6 min CN=57 Runoff=3.45 cfs 0.215 of Subcatchment4: DA 4 Runoff Area=26,866 sf 0.00% Impervious Runoff Depth>1.69" Tc=12.8 min CN=55 Runoff=1.52 cfs 0.087 of Subcatchment5: DA 5 Runoff Area=29,015 sf 0.00% Impervious Runoff Depth>1.70" Tc=0.0 min CN=55 Runoff=2.57 cfs 0.094 of Link P1: PDA 1 Inflow=2.37 cfs 0.128 of Primary=2.37 cfs 0.128 of Link 132: PDA 2 Inflow=1.78 cfs 0.099 of Primary=1.78 cfs 0.099 of Link P3: PDA 3 Inflow=3.45 cfs 0.215 of Primary=3.45 cfs 0.215 of Link P4: PDA 4 Inflow=1.52 cfs 0.087 of Primary=1.52 cfs 0.087 of Link 135: PDA 5 Inflow=2.57 cfs 0.094 of Primary=2.57 cfs 0.094 of Total Runoff Area = 3.836 ac Runoff Volume = 0.622 of Average Runoff Depth =1.95" 96.05% Pervious = 3.684 ac 3.95% Impervious = 0.151 ac r_7 Aw Pre -Development 5639 Markwood Rd. PREDEV Type 11 24-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1: DA 1 Runoff = 2.37 cfs @ 12.04 hrs, Volume= 0.128 af, Depth> 2.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (sf) CN Description 23,230 61 >75% Grass cover, Good, HSG B 2,813 98 Impervious, HSG B 26,043 65 Weighted Average 23,230 89.20% Pervious Area 2,813 10.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Summary for Subcatchment 2: DA 2 Runoff = 1.78 cfs @ 12.06 hrs, Volume= 0.099 af, Depth> 2.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (sf) CN Description 9,911 61 >75% Grass cover, Good, HSG B 1,334 98 Impervious, HSG B 13,290 55 Woods, Good, HSG B 24,535 60 Weighted Average 23,201 94.56% Pervious Area 1,334 5.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 Runoff = 3.45 cfs @ 12.09 hrs, Volume= 0.215 af, Depth> 1.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 25-yr Rainfall=6.62" r-- Pre-Development 5639 Markwood Rd. PREDEV Type // 24-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 4 .r Area (sfl CN Description 2,092 61 >75% Grass cover, Good, HSG B 2,448 98 Impervious, HSG B 56,079 55 Woods, Good, HSG B 60,619 57 Weighted Average 58,171 95.96% Pervious Area 2,448 4.04% Impervious Area Tc Length Slope Velocity Capacity Description AN (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 1.52 cfs @ 12.06 hrs, Volume= 0.087 af, Depth> 1.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (sfl CN Description 0 61 >75% Grass cover, Good, HSG B 0 98 Impervious, HSG B 26,866 55 Woods, Good, HSG B 26,866 55 Weighted Average 26,866 100.00% Pervious Area me Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 2.57 cfs @ 11.90 hrs, Volume= 0.094 af, Depth> 1.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (st CN Description 0 61 >75% Grass cover, Good, HSG B 29,015 55 Woods, Good, HSG B Alm 0 98 Impervious 29,015 55 Weighted Average 29,015 100.00% Pervious Area r- Pre -Development 5639 Markwood Rd. PREDEV Type 1124-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 5 Summary for Link P1: POA 1 Inflow Area = 0.598 ac, 10.80% Impervious, Inflow Depth > 2.56" for 25-yr event Inflow = 2.37 cfs @ 12.04 hrs, Volume= 0.128 of Primary = 2.37 cfs @ 12.04 hrs, Volume= 0.128 af, Atten= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 ac, 5.44% Impervious, Inflow Depth > 2.11" for 25-yr event Inflow = 1.78 cfs @ 12.06 hrs, Volume= 0.099 of Primary = 1.78 cfs @ 12.06 hrs, Volume= 0.099 af, Atten= 0°/a Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 Inflow Area = 1.392 ac, 4.04% Impervious, Inflow Depth > 1.85" for 25-yr event Inflow = 3.45 cfs @ 12.09 hrs, Volume= 0.215 of Primary = 3.45 cfs @ 12.09 hrs, Volume= 0.215 af, Atten= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P4: POA 4 Inflow Area = 0.617 ac, 0.00% Impervious, Inflow Depth > 1.69" for 25-yr event Inflow = 1.52 cfs @ 12.06 hrs, Volume= 0.087 of Primary = 1.52 cfs @ 12.06 hrs, Volume= 0.087 af, Atten= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P5: POA 5 Inflow Area = 0.666 ac, 0.00% Impervious, Inflow Depth > 1.70" for 25-yr event Inflow = 2.57 cfs @ 11.90 hrs, Volume= 0.094 of Primary = 2.57 cfs @ 11.90 hrs, Volume= 0.094 af, Atten= 0°/a Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs a Pre -Development go 5639 Markwood Rd. PREDEV Type // 24-hr 100-yr Rainfall=8.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 10 MW Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS IM Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: DA 1 Runoff Area=26,043 sf 10.80% Impervious Runoff Depth>4.20" Tc=12.1 min CN=65 Runoff=3.87 cfs 0.209 of Subcatchment2: DA 2 Runoff Area=24,535 sf 5.44% Impervious Runoff Depth>3.62" Tc=12.8 min CN=60 Runoff=3.08 cfs 0.170 of Subcatchment3: DA 3 Runoff Area=60,619 sf 4.04% Impervious Runoff Depth>3.27" Tc=15.6 min CN=57 Runoff=6.23 cfs 0.379 of Subcatchment4: DA 4 Runoff Area=26,866 sf 0.00% Impervious Runoff Depth>3.04" Tc=12.8 min CN=55 Runoff=2.83 cfs 0.156 of Subcatchment 5: DA 5 Runoff Area=29,015 sf 0.00% Impervious Runoff Depth>3.06" �. Tc=0.0 min CN=55 Runoff=4.63 cfs 0.170 of Link P1: POA 1 Inflow=3.87 cfs 0.209 of Primary=3.87 cfs 0.209 of Link P2: POA 2 Inflow=3.08 cfs 0.170 of Primary=3.08 cfs 0.170 of Link P3: POA 3 Inflow=6.23 cfs 0.379 of Primary=6.23 cfs 0.379 of Link P4: POA 4 Inflow=2.83 cfs 0.156 of Primary=2.83 cfs 0.156 of w Link P5: POA 5 Inflow=4.63 cfs 0.170 of Primary=4.63 cfs 0.170 of Total Runoff Area = 3.836 ac Runoff Volume =1.085 of Average Runoff Depth = 3.39" 96.05% Pervious = 3.684 ac 3.95% Impervious = 0.151 ac 0 Pre -Development 5639 Markwood Rd. PREDEV Type 1124-hr 100-yr RainfalM.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1: DA 1 Runoff = 3.87 cfs @ 12.04 hrs, Volume= 0.209 af, Depth> 4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" Area (so CN Description 23,230 61 >75% Grass cover, Good, HSG B .. 2,813 98 Impervious, HSG B 26,043 65 Weighted Average 23,230 89.20% Pervious Area 2,813 10.80% Impervious Area Tc Length Slope Velocity Capacity Description _min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Summary for Subcatchment 2: DA 2 Runoff = 3.08 cfs @ 12.05 hrs, Volume= 0.170 af, Depth> 3.62" am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" Area (so CN Description 9,911 61 >75% Grass cover, Good, HSG B 1,334 98 Impervious, HSG B 13,290 55 Woods, Good, HSG B 24,535 60 Weighted Average 23,201 94.56% Pervious Area 1,334 5.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 AM Runoff = 6.23 cfs @ 12.09 hrs, Volume= 0.379 af, Depth> 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs WE Type II 24-hr 100-yr Rainfall=8.82" 0 r- Pre -Development 5639 Markwood Rd. PREDEV Type // 24-hr 100-yr RainfalM.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 12 Area (sf) CN Description 2,092 61 >75% Grass cover, Good, HSG B 2,448 98 Impervious, HSG B 56,079 55 Woods, Good, HSG B 60,619 57 Weighted Average 58,171 95.96% Pervious Area 2,448 4.04% Impervious Area Tc Length Slope Velocity Capacity Description �. (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 2.83 cfs @ 12.05 hrs, Volume= 0.156 af, Depth> 3.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" • Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B 0 98 Impervious, HSG B 26,866 55 Woods, Good, HSG B 26,866 55 Weighted Average 26,866 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 4.63 cfs @ 11.90 hrs, Volume= 0.170 af, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B 29,015 55 Woods, Good, HSG B 0 98 Impervious 29,015 55 Weighted Average 29,015 100.00% Pervious Area 0 Pre -Development �. 5639 Markwood Rd. PREDEV Type 1124-hr 100-yr Rainfall=8.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 13 dw - Summary for Link P1: POA 1 Inflow Area = 0.598 ac, 10.80% Impervious, Inflow Depth > 4.20" for 100-yr event Inflow = 3.87 cfs @ 12.04 hrs Volume= 0.209 of Primary = 3.87 cfs @ 12.04 hrs Volume= 0.209 af, Allen= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 ac, 5.44% Impervious Inflow Depth > 3.62" for 100-yr event Inflow = 3.08 cfs @ 12.05 hrs Volume= 0.170 of Primary = 3.08 cfs @ 12.05 hrs Volume= 0.170 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 Inflow Area = 1.392 ac, 4.04% Impervious Inflow Depth > 3.27" for 100-yr event Inflow = 6.23 cfs @ 12.09 hrs Volume= 0.379 of Primary = 6.23 cfs @ 12.09 hrs Volume= 0.379 af, Atten= 01/o, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link PC POA 4 Inflow Area = 0.617 ac, 0.00% Impervious Inflow Depth > 3.04" for 100-yr event Inflow = 2.83 cfs @ 12.05 hrs Volume= 0.156 of Primary = 2.83 cfs @ 12.05 hrs Volume= 0.156 af, Atten= 0°/q Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link P5: POA 5 Inflow Area = 0.666 ac, 0.00% Impervious Inflow Depth > 3.06" for 100-yr event Inflow = 4.63 cfs @ 11.90 hrs, Volume= 0.170 of Primary = 4.63 cfs @ 11.90 hrs Volume= 0.170 af, Atten= 01/o, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs r7 0 Post -Development Stormwater Management Calculations: ` Post -Development Drainage Map Time of Concentration Calculations Post -Development HydroCAD Analysis TIME OF CONCENTRATION FOREST TURF T.M.18A-52 T.M.18A-41 560 570 IMPER VIOUS 4 T.M. 18-34F1 PARCEL G 580 LICK MOUNTAIN, LLC (D.B. 5013-765) (D.B. 5059-404 k 405 PLAT)-- _ 30.22 AG o. t PA-4,=0.62. AC r = • syD -'� _ - _ \,j "' 2,835 SF IMF I r / r r DA-3=1.39 AC >➢-�,\ 1 I I t t 04,505 SF IMP. °,°pO0�Op400,0o,+0p400p0 pOo0o` °fd_.`OO o 0Oo°a'� j�0000j 00000000 `no .00000-0014 ^OpOoo°%° ° }°°°°°p0°°pG° ,•00`,I .11 -� \ O0000000 0,0°0p °p0°gip .000 °o° 00 00 T.M.18 3 1 i y 0 ° °p°O°° °0 p°° C p°° om 1✓•op0opp0oop0oo 00000000 rn a .X..� 000 000 00o p0o 00 p0o n ' a6000p0800.00p0o 0 ap0oo " 'Ff �.0opp0o0o00o00oco0ood0oo Qp°'' Op°°p0°°O°o°Op 0p00 p 00°0 00�0 OTpo0ooO 0 poo°0op0 00 00,po000LIMITS 00 O° DISTURBANCE CEF p�000 03.18 AC. o __--- f DA-1=0.60 AC 4,387 SF IMP 1, STATE ROUTE 1543 SPRING LAKE DRIVE(5d) �\ 1 T.M.18-21E jI I i I : I 1 it a T.M.18-35A1 I j Pre -Development Drainage Area Summary CF CF )A-2=0.56 AC 2,597 SF IMP. T.M. 18-34F2 KMMTON, DERREK k MILEIDY (D.8. 09 53/692) 4.40 AC 18 -Mw_ r.M.18-35 .RF SF nr cF Cr DA Area Area Impervious Impervious C A Pervious Pervious Turf Turf Woods Woods 1 26,042 0.60 2,813 0.06 0.36 0.60 23,230 0.53 23,229 0.53 1 0 2 24,535 0.56 1,334 0.03 0.33 0.56 23,201 0.53 9,910 0.23 13290.5 0.31 3 60,619 1.39 2,448 0.06 0.32 1.39 58,171 1.34 2,092 0.05 56079 1.29 4 26,866 0.62 0 0.00 0.30 0,62 26,866 0.62 0 0.00 26,866 0.62 5 29,015 0.67 0 0.00 0.00 0.67 29,015 0.67 00 0.00 29,015 0,67 Post -Development Drainage Area Summary CF A I CF nr SF A SF er C[ ar DA Area Area Impervious Impervious C A Pervious Pervious Turf Turf Woods Woods 1 26,042 0,60 4,387 0.10 0.40 0.60 21,655 0.50 21,655 0.50 0 0 2 24,535 0.56 2,597 0.06 0.36 0,56 21,938 0.50 21,938 0.50 0 0 3 60,619 1.39 4,505 0.10 0.34 1.39 56,114 1.29 16,693 0.38 39421 0.90 4 26,866 0.62 2,935 0.07 0.37 0,62 23,931 0.55 12,439 0.29 11,492 0.26 5 29,015 0.67 2,364 0.05 0.35 0.67 26,651 0.61 1 9,139 0.21 17,512 0.40 T.M.18-38B1 T.M.18-37 T.M.18-38F 80 0 80 160 240 .. _.._.._....--- Scale: 1 "=80' 0 s as s M TMP 18-34F1-G Residence Time of Concentration Calculations 1 100 ft overland flow 65 ft s. C. flow -field 85 ft swale 7.0% slope 6.15% slope 0.35 C-value 1.0 fps velocity 7 ft height 10.0 min 1.1 min. 1.0 min. Seelye Chart NEH Figure 15-4 Kirpich Chart 12.1 min. 100 ft overland flow 40 ft s. c. flow -field 140 ft swale 7.0% slope 10.0% slope 0.35 C-value 0.8 fps velocity 3 ft height 10.5 min 0.8 min. 1.5 min. Seelye Chart NEH Figure 15-4 Kirpich Chart 12.8 min. 100 ft overland flow 93 ft s. c. flow -field 191 ft swale 3.5% slope 6.5% slope 0.35 C-value 0.6 fps velocity 6 ft height 11.5 min 2.6 min. 1.5 min. Seelye Chart NEH Figure 15-4 Kirpich Chart 15.6 min. 38 ft overland flow 0 ft s. c. flow -field 289 ft swale 1.0% slope slope 0.35 C-value velocity 16 ft height 11.0 min min. 1.8 min. Seelye Chart NEH Figure 15-4 Kirpich Chart 12.8 min. 5 100 ft overland flow 77 ft s. c. flow -field 00 ft Swale 6.0% slope 5.0% slope 0.35 C-value 1.0 fps velocity 16 ft height 10.5 min 1.3 min. 1.8 min. Seelye Chart NEH Figure 15-4 Kirpich Chart 13.6 min. Post -Development HydroCAD Report Project: TMP 18-34F1-G Residence Prepared By: Shimp Engineering, P.C. O O305 (4-' O DA 1 D 2 DA 3 DA DA 5 P-A P2 P3 P5 a Det lion Pond A P-B POA 2 POA 3 POA 5 Detention and B P1 POA 1 1 P4 POA 4 Subcat Reach on Link Routing Diagram for 5639 Markwood Rd. POSTDEV C� Prepared by HydroCAD SAMPLER 1-800-927-7 246 www.hydrocad.net, Printed 11/7/2018 HydroCAD®10.00-22 Sampler s/n S21870 0 2018 HydroCAD Software Solutions LLC 5639 Markwood Rd. POSTDEV Post -Development Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 1 Aw Area Listing (all nodes) am Area CN Description (acres) (subcatchment-numbers) 1.571 55 Woods, Good, HSG B (3, 4, 5) so 1.869 61 >75% Grass cover, Good, HSG B (1, 2, 3, 4, 5) 0.054 98 Impervious (5) 0.331 98 Impervious, HSG B (1, 2, 3, 4) Aw 3.825 TOTAL AREA 0 Post -Development so 5639 Markwood Rd. POSTDEV Type/1 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 2 so Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method „m Subcatchment 1: DA 1 Runoff Area=26,042 sf 16.85% Impervious Runoff Depth=0.57" Tc=12.1 min CN=67 Runoff=0.41 cfs 0.028 of w Subcatchment2: DA 2 Runoff Area=24,535 sf 10.58% Impervious Runoff Depth=0.49" Tc=12.8 min CN=65 Runoff=0.30 cfs 0.023 of Subcatchment 3: DA 3 Runoff Area=60,619 sf 7.43% Impervious Runoff Depth=0.32" Tc=15.6 min CN=60 Runoff=0.32 cfs 0.037 of Subcatchment4: DA 4 Runoff Area=26,866 sf 10.92% Impervious Runoff Depth=0.39" Tc=12.8 min CN=62 Runoff=0.22 cfs 0.020 of Subcatchment 5: DA 5 Runoff Area=28,571 sf 8.27% Impervious Runoff Depth=0.32" Tc=13.6 min CN=60 Runoff=0.16 cfs 0.018 of Pond DP -A: Detention Pond A Peak Elev=596.55' Storage=194 cf Inflow=0.41 cfs 0.028 of Outflow=0.20 cfs 0.028 of Pond DP-B: Detention Pond B Peak Elev=587.09' Storage=555 cf Inflow=0.22 cfs 0.020 of Outflow=0.01 cfs 0.009 of Pond DP-C: Detention Pond C Peak Elev=586.32' Storage=336 cf Inflow=0.32 cfs 0.037 of Outflow=0.08 cfs 0.037 of Link P1: POA 1 Inflow=0.20 cfs 0.028 of Primary=0.20 cfs 0.028 of Link P2: POA 2 Inflow=0.30 cfs 0.023 of Primary=0.30 cfs 0.023 of Link P3: POA 3 Inflow=0.08 cfs 0.037 of Primary=0.08 cfs 0.037 of Link P4: POA 4 Inflow=0.01 cfs 0.009 of Primary=0.01 cfs 0.009 of Link P5: POA 5 Inflow=0.16 cfs 0.018 of Primary=0.16 cfs 0.018 of Total Runoff Area = 3.825 ac Runoff Volume = 0.126 of Average Runoff Depth = 0.40" 89.93% Pervious = 3.440 ac 10.07% Impervious = 0.385 ac 0 Post -Development 5639 Markwood Rd. POSTDEV Type 11 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering . Printed 1/9/2019 .. HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC _ Paae 3 Summary for Subcatchment 1: DA 1 Runoff = 0.41 cfs @ 12.06 hrs, Volume= 0.028 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.97" Area (so CN Description ,. 21,655 61 >75% Grass cover, Good, HSG B 4,387 98 Impervious, HSG B 26,042 67 Weighted Average 21,655 83.15% Pervious Area " 4,387 16.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, 0 Summary for Subcatchment 2: DA 2 Runoff = 0.30 cfs @ 12.08 hrs, Volume= 0.023 af, Depth= 0.49" "` Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.97" Area (so CN Description 21,938 61 >75% Grass cover, Good, HSG B 2,597 98 Impervious, HSG B 0 55 Woods, Good, HSG B 24,535 65 Weighted Average 21,938 89.42% Pervious Area 2,597 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 Runoff = 0.32 cfs @ 12.13 hrs, Volume= 0.037 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.97" 0 r- Post-Development 5639 Markwood Rd. POSTDEV Type II 24-hr 1-yr Rainfall=2.97 Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 @ 2010 HydroCAD Software Solutions LLC Page 4 Area (so CN Description 16,693 61 >75% Grass cover, Good, HSG B 4,505 98 Impervious, HSG B 39,421 55 Woods, Good, HSG B 60,619 60 Weighted Average 56,114 92.57% Pervious Area 4,505 7.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.97" • Area (sf) CN Description 12,439 61 >75% Grass cover, Good, HSG B * 2,935 98 Impervious, HSG B 11,492 55 Woods, Good, HSG B 26,866 62 Weighted Average 23,931 89.08% Pervious Area 2,935 10.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ... 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 Runoff = 0.16 cfs @ 12.11 hrs, Volume= 0.018 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.97" Area (so CN Description 2,364 98 Impervious 8,695 61 >75% Grass cover, Good, HSG B 17,512 55 Woods, Good, HSG B 28,571 60 Weighted Average 26,207 91.73% Pervious Area 2,364 8.27% Impervious Area 17 0 Post -Development 5639 Markwood Rd. POSTDEV Type/1 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD@ 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 Direct Entry, Summary for Pond DP -A: Detention Pond A Inflow Area = 0.598 ac, 16.85% Impervious, Inflow Depth = 0.57" for 1-yr event Inflow = 0.41 cfs @ 12.06 hrs, Volume= 0.028 of Outflow = 0.20 cfs @ 12.21 hrs, Volume= 0.028 af, Atten= 50%, Lag= 8.8 min Primary = 0.20 cfs @ 12.21 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 596.55'@ 12.21 hrs Surf.Area= 396 sf Storage=194 cf Plug -Flow detention time=21.4 min calculated for 0.028 of (100% of inflow) Center -of -Mass det. time=21.6 min ( 918.7 - 897.1 ) Volume Invert Avail.Storage Storage Description #1 596.00' 2,610 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) AK 596.00 310 0 0 598.00 625 935 935 600.00 1,050 1,675 2,610 Device Routing Invert Outlet Devices #1 Primary 596.00' 15.0" Round Culvert L= 23.0' Ke=1.000 Inlet / Outlet Invert= 596.00' / 595.00' S= 0.0435'/' Cc= 0.900 n= 0.030 #2 Device 1 596.00' 3.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 598.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.20 cfs@ 12.21 hrs HW=596.55' (Free Discharge) L1=Culvert (Passes 0.20 cfs of 0.97 cfs potential flow) 1 2=Orifice/Grate (Orifice Controls 0.20 cfs @ 3.05 fps) 3=0rifice/Grate ( Controls 0.00 cfs) Summary for Pond DP-B: Detention Pond B Inflow Area = 0.617 ac, 10.92% Impervious, Inflow Depth = 0.39" for 1-yr event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.020 of Outflow = 0.01 cfs @ 17.59 hrs, Volume= 0.009 af, Atten= 940/g Lag= 330.4 min Primary = 0.01 cfs @ 17.59 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 587.09'@ 17.59 hrs Surf.Area= 727 sf Storage= 555 cf Plug -Flow detention time=488.8 min calculated for 0.009 of (43% of inflow) Center -of -Mass det. time=309.1 min (1,233.3 - 924.2) a' Post -Development 5639 Markwood Rd. POSTDEV Type 11 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCADO 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Pam do Volume Invert Avail.Storage Storage Description #1 586.00' 7,615 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 586.00 700 0.0 0 0 `�` 586.50 700 40.0 140 140 587.00 700 100.0 350 490 588.00 1,000 100.0 850 1,340 am 590.00 1,530 100.0 2,530 3,870 592.00 2,215 100.0 3,745 7,615 dw Device Routing Invert Outlet Devices #1 Primary 587.00' 15.0" Round Culvert L= 27.0' Ke= 0.600 Inlet / Outlet Invert= 587.00' / 585.31' S= 0.0626'/' Cc= 0.900 n= 0.012 #2 Device 1 587.00' 2.0" Vert. Orifice/Grate C= 0.600 °m #3 Device 1 590.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs@ 17.59 hrs HW=587.09' (Free Discharge) AM t =Culvert (Passes 0.01 cfs of 0.04 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 1.03 fps) 3 Orifice/Grate ( Controls 0.00 cfs) Summary for Pond DP-C: Detention Pond C Inflow Area = 1.392 ac, 7.43% Impervious, Inflow Depth = 0.32" for 1-yr event on Inflow = 0.32 cfs @ 12.13 hrs, Volume= 0.037 of Outflow = 0.08 cfs @ 12.85 hrs, Volume= 0.037 af, Atten= 76°/a Lag= 42.9 min Primary = 0.08 cfs @ 12.85 hrs, Volume= 0.037 of T Routing by Stor-Ind method, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Peak Elev= 586.32'@ 12.85 hrs Surf.Area=1,096 sf Storage= 336 cf Plug -Flow detention time=82.8 min calculated for 0.037 of (100% of inflow) Center -of -Mass det. time=82.6 min ( 1,022.6 - 940.0) Volume Invert Avail.Storage Storage Description #1 586.00' 6,510 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store .� (feet) (sq-ft) (cubic -feet) (cubic -feet) 586.00 1,000 0 0 588.00 1,600 2,600 2,600 ,. 590.00 2,310 3,910 6,510 Device Routing Invert Outlet Devices #1 Primary 586.00' 15.0" Round Culvert L= 28.0' Ke=1.000 ' Inlet / Outlet Invert= 586.00' / 582.80' S= 0.1143'/' Cc= 0.900 ' n= 0.030 #2 Device 1 586.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 588.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads r- Post -Development �" 5639 Markwood Rd. POSTDEV Type 11 24-hr 1-yr Rainfall=2.97" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 7 Primary OutFlow Max=0.08 cfs@ 12.85 hrs HW=586.32' (Free Discharge) t-1=Culvert (Passes 0.08 cfs of 0.36 cfs potential flow) �2=OrificelGrate (Orifice Controls 0.08 cfs @ 2.24 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Link P1: POA 1 Inflow Area = 0.598 ac, 16.85% Impervious, Inflow Depth = 0.57" for 1-yr event Inflow = 0.20 cfs @ 12.21 hrs, Volume= 0.028 of Primary = 0.20 cfs @ 12.21 hrs, Volume= 0.028 af, Atten= 0°/g Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 ac, 10.58% Impervious, Inflow Depth = 0.49" for 1-yr event Inflow = 0.30 cfs @ 12.08 hrs, Volume= 0.023 of Primary = 0.30 cfs @ 12.08 hrs, Volume= 0.023 af, Atten= 0°/a, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 Inflow Area = 1.392 ac, 7.43% Impervious, Inflow Depth = 0.32" for 1-yr event Inflow = 0.08 cfs @ 12.85 hrs, Volume= 0.037 of Primary = 0.08 cfs @ 12.85 hrs, Volume= 0.037 af, Atten= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Summary for Link P4: POA 4 Inflow Area = 0.617 ac, 10.92% Impervious, Inflow Depth > 0.17" for 1-yr event Inflow = 0.01 cfs @ 17.59 hrs, Volume= 0.009 of Primary = 0.01 cfs @ 17.59 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link P5: POA 5 Inflow Area = 0.656 ac, 8.27% Impervious, Inflow Depth = 0.32" for 1-yr event Inflow = 0.16 cfs @ 12.11 hrs, Volume= 0.018 of Primary = 0.16 cfs @ 12.11 hrs, Volume= 0.018 af, Atten= 0°/g Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs M 1 Post -Development 5639 Markwood Rd. POSTDEV Type 11 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 8 Time span=5.0048.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: DA 1 Runoff Area=26,042 sf 16.85% Impervious Runoff Depth=2.09" Tc=12.1 min CN=67 Runoff=1.75 cfs 0.104 of Subcatchment2: DA 2 Runoff Area=24,535 sf 10.58% Impervious Runoff Depth=1.93" Tc=12.8 min CN=65 Runoff=1.47 cfs 0.090 of Subcatchment3: DA 3 Runoff Area=60,619 sf 7.43% Impervious Runoff Depth=1.54" Tc=15.6 min CN=60 Runoff=2.53 cfs 0.179 of Subcatchment 4: DA 4 Runoff Area=26,866 sf 10.92% Impervious Runoff Depth=1.69" Tc=12.8 min CN=62 Runoff=1.39 cfs 0.087 of Subcatchment5: DA 5 Runoff Area=28,571 sf 8.27% Impervious Runoff Depth=1.54" Tc=13.6 min CN=60 Runoff=1.28 cfs 0.084 of Pond DP -A: Detention Pond A Peak Elev=598.13' Storage=1,016 cf Inflow=1.75 cfs 0.104 of Outflow=1.39 cfs 0.104 of Pond DP-B: Detention Pond B Peak Elev=588.33' Storage=1,680 cf Inflow=1.39 cfs 0.087 of Outflow=0.12 cfs 0.076 of Pond DP-C: Detention Pond C Peak Elev=588.36' Storage=3,205 cf Inflow=2.53 cfs 0.179 of Outflow=0.25 cfs 0.179 of Link P1: POA 1 Inflow=1.39 cfs 0.104 of Primary=1.39 cfs 0.104 of Link P2: POA 2 Inflow=1.47 cfs 0.090 of Primary=1.47 cfs 0.090 of Link P3: POA 3 Inflow=0.25 cfs 0.179 of Primary=0.25 cfs 0.179 of Link P4: POA 4 Inflow=0.12 cfs 0.076 of Primary=0.12 cfs 0.076 of Link P5: POA 5 Inflow=1.28 cfs 0.084 of Primary=1.28 cfs 0.084 of Total Runoff Area = 3.825 ac Runoff Volume = 0.544 of Average Runoff Depth =1.71" 89.93% Pervious = 3.440 ac 10.07% Impervious = 0.385 ac r- aw Post -Development 5639 Markwood Rd. POSTDEV Type 1124-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1: DA 1 Runoff = 1.75 cfs @ 12.05 hrs, Volume= 0.104 af, Depth= 2.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=5.40" Area (so CN Description 21,655 61 >75% Grass cover, Good, HSG B 4,387 98 Impervious, HSG B 26,042 67 Weighted Average 21,655 83.15% Pervious Area 4,387 16.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Summary for Subcatchment 2: DA 2 Runoff = 1.47 cfs @ 12.06 hrs, Volume= 0.090 af, Depth= 1.93" SM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=5.40" Area (so CN Description 21,938 61 >75% Grass cover, Good, HSG B 2,597 98 Impervious, HSG B 0 55 Woods Good, HSG B 24,535 65 Weighted Average 21,938 89.42% Pervious Area 2,597 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 .. Runoff = 2.53 cfs @ 12.09 hrs, Volume= 0.179 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=5.40" 0 0 Post -Development 5639 Markwood Rd. POSTDEV Type II 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Paoe 10 Area (so CN Description 16,693 61 >75% Grass cover, Good, HSG B 4,505 98 Impervious, HSG B 39,421 55 Woods, Good, HSG B 60,619 60 Weighted Average 56,114 92.57% Pervious Area 4,505 7.43% Impervious Area Tc Length Slope Velocity Capacity Description .. (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 1.39 cfs @ 12.06 hrs, Volume= 0.087 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=5.40" •• Area (sf) CN Description 12,439 61 >75% Grass cover, Good, HSG B 2,935 98 Impervious, HSG B 11,492 55 Woods, Good, HSG B 26,866 62 Weighted Average 23,931 89.08% Pervious Area 2,935 10.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) .. 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 Runoff = 1.28 cfs @ 12.07 hrs, Volume= 0.084 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=5.40" Area (sf) CN Description ,M 2,364 98 Impervious 8,695 61 >75% Grass cover, Good, HSG B 17,512 55 Woods, Good, HSG B 28,571 60 Weighted Average 26,207 91.73% Pervious Area 2,364 8.27% Impervious Area am 0 ' Post -Development 5639 Markwood Rd. POSTDEV Type 1124-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 11 r Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) as 13.6 Direct Entry, Summary for Pond DP -A: Detention Pond A Inflow Area = 0.598 ac, 16.85% Impervious Inflow Depth = 2.09" for 10-yr event Inflow = 1.75 cfs @ 12.05 hrs, Volume= 0.104 of Outflow = 1.39 cfs @ 12.15 hrs, Volume= 0.104 af, Atten= 200/g Lag= 6.4 min Primary = 1.39 cfs @ 12.15 hrs, Volume= 0.104 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 598.13'@ 12.15 hrs Surf.Area= 652 sf Storage=1,016 cf Plug -Flow detention time=22.4 min calculated for 0.104 of (100% of inflow) Center -of -Mass det. time=21.7 min ( 875.1 - 853.4 ) Volume Invert Avail.Storage Storage Description #1 596.00' 2,610 cf Custom Stage Data (Prismat! c)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 596.00 310 0 0 598.00 625 935 935 600.00 1,050 1,675 2,610 Device Routing Invert Outlet Devices #1 Primary 596.00' 15.0" Round Culvert L= 23.0' Ke=1.000 Inlet / Outlet Invert= 596.00' / 595.00' S= 0.0435'/' Cc= 0.900 n= 0.030 #2 Device 1 596.00' 3.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 598.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.36 cfs@ 12.15 hrs HW=598.12' (Free Discharge) L 1=Culvert (Passes 1.36 cfs of 5.43 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.45 cfs @ 6.77 fps) L 3=Orifice/Grate (Weir Controls 0.91 cfs @ 1.16 fps) Summary for Pond DP-B: Detention Pond B Inflow Area = 0.617 ac, 10.92% Impervious, Inflow Depth = 1.69" for 10-yr event Inflow = 1.39 cfs @ 12.06 hrs, Volume= 0.087 of Outflow = 0.12 cfs @ 13.14 hrs, Volume= 0.076 af, Atten= 92°/o, Lag= 64.8 min Primary = 0.12 cfs @ 13.14 hrs, Volume= 0.076 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 588.33'@ 13.14 hrs Surf.Area=1,086 sf Storage=1,680 cf Plug -Flow detention time=212.2 min calculated for 0.076 of (87% of inflow) Center -of -Mass det. time=148.8 min (1,016.0 - 867.2 ) Post -Development 5639 Markwood Rd. POSTDEV Type // 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 12 Volume Invert Avail.Storage Storage Description #1 586.00' 7,615 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) �. 586.00 700 0.0 0 0 586.50 700 40.0 140 140 587.00 700 100.0 350 490 588.00 1,000 100.0 850 1,340 590.00 1,530 100.0 2,530 3,870 592.00 2,215 100.0 3,745 7,615 Device Routing Invert Outlet Devices #1 Primary 587.00' 15.0" Round Culvert L= 27.0' Ke= 0.600 Inlet / Outlet Invert= 587.00' / 585.31' S= 0.0626'/' Cc= 0.900 n= 0.012 #2 Device 1 587.00' 2.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 590.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max*12 cfs@ 13.14 hrs HW=588.33' (Free Discharge) do t-f3=Orifice/Grate Culvert (Passes 0.12 cfs of 4.64 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.37 fps) ( Controls 0.00 cfs) Summary for Pond DP-C: Detention Pond C Inflow Area = 1.392 ac, 7.43% Impervious, Inflow Depth = 1.54" for 10-yr event Inflow = 2.53 cfs @ 12.09 hrs, Volume= 0.179 of Outflow = 0.25 cfs @ 13.19 hrs, Volume= 0.179 af, Atten= 90°/a Lag= 65.5 min Primary = 0.25 cfs @ 13.19 hrs, Volume= 0.179 of - Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 588.36'@ 13.19 hrs Surf.Area=1,729 sf Storage= 3,205 cf N. Plug -Flow detention time=157.4 min calculated for 0.178 of (100% of inflow) Center -of -Mass det. time=158.1 min ( 1,033.6 - 875.5 ) do Volume Invert Avail.Storage Storage Description #1 586.00' 6,510 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 586.00 1,000 0 0 588.00 1,600 2,600 2,600 590.00 2,310 3,910 6,510 Device Routing Invert Outlet Devices #1 Primary 586.00' 15.0" Round Culvert L= 28.0' Ke=1.000 Inlet / Outlet Invert= 586.00' / 582.80' S= 0.1143'/' Cc= 0.900 n= 0.030 #2 Device 1 586.00' 2.5" Vert. OrificelGrate C= 0.600 #3 Device 1 588.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 77 Post -Development '� 5639 Markwood Rd. POSTDEV Type 11 24-hr 10-yr Rainfall=5.40" Prepared by Shimp Engineering Printed 1/9/2019 HydroCADO 9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 13 ON - Primary OutFlow Max=0.25 cfs@ 13.19 hrs HW=588.36' (Free Discharge) t1=Culvert (Passes 0.25 cfs of 5.84 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.25 cfs @ 7.24 fps) L3=0 rifice/G rate ( Controls 0.00 cfs) Summary for Link P1: POA 1 Inflow Area = 0.598 ac, 16.85% Impervious, Inflow Depth = 2.09" for 10-yr event Inflow = 1.39 cfs @ 12.15 hrs, Volume= 0.104 of Primary = 1.39 cfs @ 12.15 hrs, Volume= 0.104 of, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 ac, 10.58% Impervious, Inflow Depth = 1.93" for 10-yr event Inflow = 1.47 cfs @ 12.06 hrs, Volume= 0.090 of Primary = 1.47 cfs @ 12.06 hrs, Volume= 0.090 af, Atten= 0°/a, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 Inflow Area = 1.392 ac, 7.43% Impervious, Inflow Depth = 1.54" for 10-yr event Inflow = 0.25 cfs @ 13.19 hrs, Volume= 0.179 of Primary = 0.25 cfs @ 13.19 hrs, Volume= 0.179 of, Atten= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link P4: POA 4 Inflow Area = 0.617 ac, 10.92% Impervious, Inflow Depth > 1.47" for 10-yr event Inflow = 0.12 cfs @ 13.14 hrs, Volume= 0.076 of Primary = 0.12 cfs @ 13.14 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link 135: POA 5 Inflow Area = 0.656 ac, 8.27% Impervious, Inflow Depth = 1.54" for 10-yr event Inflow = 1.28 cfs @ 12.07 hrs, Volume= 0.084 of Primary = 1.28 cfs @ 12.07 hrs, Volume= 0.084 af, Atten= 01/o, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 0 .. 5639 Markwood Rd. POSTDEV Post -Development Prepared by Shimp Engineering Printed 1/18/2019 Ao HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (acres) (su bcatchment-n umbers) 1.571 55 Woods, Good, HSG B (3, 4, 5) .. 1.869 61 >75% Grass cover, Good, HSG B (1, 2, 3, 4, 5) 0.054 98 Impervious (5) 0.331 98 Impervious, HSG B (1, 2, 3, 4) 3.825 TOTAL AREA �. Post -Development 5639 Markwood Rd. POSTDEV Type II 24-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 2 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: DA 1 Runoff Area=26,042 sf 16.85% Impervious Runoff Depth=3.01" Tc=12.1 min CN=67 Runoff=2.54 cfs 0.150 of Subcatchment 2: DA 2 Runoff Area=24,535 sf 10.58% Impervious Runoff Depth=2.81" Tc=12.8 min CN=65 Runoff=2.18 cfs 0.132 of Subcatchment 3: DA 3 Runoff Area=60,619 sf 7.43% Impervious Runoff Depth=2.34" Tc=15.6 min CN=60 Runoff=3.99 cfs 0.271 of " Subcatchment4: DA 4 Runoff Area=26,866 sf 10.92% Impervious Runoff Depth=2.53" Tc=12.8 min CN=62 Runoff=2.13 cfs 0.130 of Subcatchment 5: DA 5 Runoff Area=28,571 sf 8.27% Impervious Runoff Depth=2.34" Tc=13.6 min CN=60 Runoff=2.02 cfs 0.128 of Pond DP -A: Detention Pond A Peak Elev=598.25' Storage=1,095 cf Inflow=2.54 cfs 0.150 of Iwo Outflow=2.76 cfs 0.150 of Pond DP-B: Detention Pond B Peak Elev=589.21' Storage=2,742 cf Inflow=2.13 cfs 0.130 of Outflow=0.15 cfs 0.119 of Pond DP-C: Detention Pond C Peak Elev=588.70' Storage=3,814 cf Inflow=3.99 cfs 0.271 of Outflow=2.14 cfs 0.271 of Link P1: PDA 1 Inflow=2.76 cfs 0.150 of Primary=2.76 cfs 0.150 of w Link P2: POA 2 Inflow=2.18 cfs 0.132 of Primary=2.18 cfs 0.132 of Link P3: POA 3 Inflow=2.14 cfs 0.271 of Primary=2.14 cfs 0.271 of ® Link 134: POA 4 Inflow=0.15 cfs 0.119 of Primary=0.15 cfs 0.119 of Link P5: POA 5 Inflow=2.02 cfs 0.128 of Primary=2.02 cfs 0.128 of Total Runoff Area = 3.825 ac Runoff Volume = 0.811 of Average Runoff Depth = 2.54" „�, 89.93% Pervious = 3.440 ac 10.07% Impervious = 0.385 ac 0 Post -Development 5639 Markwood Rd. POSTDEV Type H 24-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD09.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1: DA 1 M■ Runoff = 2.54 cfs @ 12.04 hrs, Volume= 0.150 af, Depth= 3.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (sf) CN Description 21,655 61 >75% Grass cover, Good, HSG B Am 4,387 98 Impervious, HSG B 26,042 67 Weighted Average 21,655 83.15% Pervious Area 4,387 16.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Summary for Subcatchment 2: DA 2 Runoff = 2.18 cfs @ 12.05 hrs, Volume= 0.132 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (sf) CN Description 21,938 61 >75% Grass cover, Good, HSG B 2,597 98 Impervious, HSG B 0 55 Woods, Good, HSG B 24,535 65 Weighted Average 21,938 89.42% Pervious Area 2,597 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 la" Runoff = 3.99 cfs @ 12.09 hrs, Volume= 0.271 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" 0 Post -Development 5639 Markwood Rd. POSTDEV Type II 24-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD® 9.10 s/n 07054 @ 2010 HydroCAD Software Solutions LLC Page 4 Area (sf) CN Description 16,693 61 >75% Grass cover, Good, HSG B 4,505 98 Impervious, HSG B 39,421 55 Woods, Good, HSG B 60,619 60 Weighted Average 56,114 92.57% Pervious Area 4,505 7.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 2.13 cfs @ 12.05 hrs, Volume= 0.130 af, Depth= 2.53" Am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (sf) CN Description 12,439 61 >75% Grass cover, Good, HSG B 2,935 98 Impervious, HSG B 11,492 55 Woods, Good, HSG B 26,866 62 Weighted Average 23,931 89.08% Pervious Area 2,935 10.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 Runoff = 2.02 cfs @ 12.06 hrs, Volume= 0.128 af, Depth= 2.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 25-yr Rainfall=6.62" Area (sf) CN Description " 2,364 98 Impervious 8,695 61 >75% Grass cover, Good, HSG B 17,512 55 Woods, Good, HSG B 28,571 60 Weighted Average 26,207 91.73% Pervious Area 2,364 8.27% Impervious Area Post -Development 5639 Markwood Rd. POSTDEV Type 11 24-hr 25 yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 Direct Entry, Summary for Pond DP -A: Detention Pond A [88] Warning: Qout>Qin may require Finer Routing>1 Inflow Area = 0.598 ac, 16.85% Impervious, Inflow Depth = 3.01" for 25-yr event Inflow = 2.54 cfs @ 12.04 hrs, Volume= 0.150 of Outflow = 2.76 cfs @ 12.07 hrs, Volume= 0.150 af, Atten= 00/cLag=1.5 min Primary = 2.76 cfs @ 12.07 hrs, Volume= 0.150 of Routing by Stor-Ind method, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Peak Elev= 598.25'@ 12.07 hrs Surf.Area= 677 sf Storage=1,095 cf Plug -Flow detention time=18.6 min calculated for 0.150 of (100% of inflow) Center -of -Mass det. time=18.8 min (861.4 - 842.7) Volume Invert Avail.Storage Storage Description #1 596.00' 2,610 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 596.00 310 0 0 598.00 625 935 935 600.00 1,050 1,675 2,610 Device Routing Invert Outlet Devices #1 Primary 596.00' 15.0" Round Culvert L= 23.0' Ke=1.000 Inlet / Outlet Invert= 596.00' / 595.00' S= 0.0435'P Cc= 0.900 n= 0.030 #2 Device 1 596.00' 3.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 598.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Avg Primary OutFlow Max=2.47 cfs@ 12.07 hrs HW=598.21' (Free Discharge) L1=Culvert (Passes 2.47 cfs of 5.58 cfs potential flow) „ L 2=Orifice/Grate (Orifice Controls 0.46 cfs @ 6.92 fps) 3=Orifice/Grate (Weir Controls 2.00 cfs @ 1.51 fps) Ao Summary for Pond DP-B: Detention Pond B Inflow Area = 0.617 ac, 10.92% Impervious, Inflow Depth = 2.53" for 25-yr event Inflow = 2.13 cfs @ 12.05 hrs, Volume= 0.130 of Am Outflow = 0.15 cfs @ 13.27 hrs, Volume= 0.119 af, Atten= 93%, Lag= 73.1 min Primary = 0.15 cfs @ 13.27 hrs, Volume= 0.119 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 589.21'@ 13.27 hrs Surf.Area=1,320 sf Storage= 2,742 cf Plug -Flow detention time=239.8 min calculated for 0.119 of (91 % of inflow) �r AM Post -Development 5639 Markwood Rd. POSTDEV Type 1124-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 6 AW Center -of -Mass det. time=194.3 min (1,049.2 - 854.9 ) Volume Invert Avail.Storage Storage Description #1 586.00' 7,615 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Aw (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 586.00 700 0.0 0 0 586.50 700 40.0 140 140 am 587.00 700 100.0 350 490 588.00 1,000 100.0 850 1,340 590.00 1,530 100.0 2,530 3,870 592.00 2,215 100.0 3,745 7,615 MW Device Routing Invert Outlet Devices #1 Primary 587.00' 15.0" Round Culvert L= 27.0' Ke= 0.600 AM Inlet / Outlet Invert= 587.00' / 585.31' S= 0.0626'P Cc= 0.900 n= 0.012 #2 Device 1 587.00' 2.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 590.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.15 cfs@ 13.27 hrs HW=589.21' (Free Discharge) t =Culvert (Passes 0.15 cfs of 6.97 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.15 cfs @ 7.02 fps) 3 Orifice/Grate ( Controls 0.00 cfs) Summary for Pond DP-C: Detention Pond C Inflow Area = 1.392 aq 7.43% Impervious, Inflow Depth = 2.34" for 25-yr event Inflow = 3.99 cfs @ 12.09 hrs, Volume= 0.271 of Outflow = 2.14 cfs @ 12.27 hrs, Volume= 0.271 af, Atten= 46%Lag=10.8 min " Primary = 2.14 cfs @ 12.27 hrs, Volume= 0.271 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 588.70'@ 12.27 hrs Surf.Area=1,850 sf Storage= 3,814 cf Plug -Flow detention time=141.6 min calculated for 0.271 of (100% of inflow) Center -of -Mass det. time=141.2 min (1,003.6 - 862.3 ) Volume Invert Avail.Storage Storage Description #1 586.00' 6,510 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) .. 586.00 1,000 0 0 588.00 1,600 2,600 2,600 590.00 2,310 3,910 6,510 MW Post -Development 5639 Markwood Rd. POSTDEV Type 1/ 24-hr 25-yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 7 AM Device Routing Invert Outlet Devices #1 Primary 586.00' 15.0" Round Culvert L= 28.0' Ke=1.000 an Inlet / Outlet Invert= 586.00' / 582.80' S= 0.1143'P Cc= 0.900 n= 0.030 #2 Device 1 586.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 588.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads w Primary OutFlow Max=2.00 cfs@ 12.27 hrs HW=588.69' (Free Discharge) L1=Culvert (Passes 2.00 cfs of 6.37 cfs potential flow) I2=Orifice/Grate (Orifice Controls 0.26 cfs @ 7.75 fps) 3=Orifice/Grate (Weir Controls 1.73 cfs @ 1.43 fps) Summary for Link 131: POA 1 Inflow Area = 0.598 ac, 16.85% Impervious, Inflow Depth = 3.01" for 25-yr event Inflow = 2.76 cfs @ 12.07 hrs, Volume= 0.150 of Primary = 2.76 cfs @ 12.07 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 aq 10.58% Impervious, Inflow Depth = 2.81" for 25-yr event Inflow = 2.18 cfs @ 12.05 hrs, Volume= 0.132 of �. Primary = 2.18 cfs @ 12.05 hrs, Volume= 0.132 af, Atten= 01/6, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 Inflow Area = 1.392 ac, 7.43% Impervious, Inflow Depth = 2.34" for 25-yr event Inflow = 2.14 cfs @ 12.27 hrs, Volume= 0.271 of Primary = 2.14 cfs @ 12.27 hrs, Volume= 0.271 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link 134: POA 4 Inflow Area = 0.617 aG 10.92% Impervious, Inflow Depth > 2.31" for 25-yr event Inflow = 0.15 cfs @ 13.27 hrs, Volume= 0.119 of Primary = 0.15 cfs @ 13.27 hrs, Volume= 0.119 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs r- 0 Post -Development 5639 Markwood Rd. POSTDEV Type 1124-hr 25 yr Rainfall=6.62" Prepared by Shimp Engineering Printed 1/18/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 8 Summary for Link P5: POA 5 Inflow Area = 0.656 aG 8.27% Impervious, Inflow Depth = 2.34" for 25-yr event Inflow = 2.02 cfs @ 12.06 hrs, Volume= 0.128 of Primary = 2.02 cfs @ 12.06 hrs, Volume= 0.128 af, Atten= 0°/a Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs r- 5639 Markwood Rd. POSTDEV Post -Development Type 11 24-hr 100-yr Rainfall=8.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 14 Time span=5.0048.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Intl method Subcatchment 1: DA 1 Runoff Area=26,042 sf 16.85% Impervious Runoff Depth=4.81" Tc=12.1 min CN=67 Runoff=4.07 cfs 0.240 of Subcatchment2: DA 2 Runoff Area=24,535 sf 10.58% Impervious Runoff Depth=4.57" Tc=12.8 min CN=65 Runoff=3.56 cfs 0.214 of Subcatchment3: DA 3 Runoff Area=60,619 sf 7.43% Impervious Runoff Depth=3.96" Tc=15.6 min CN=60 Runoff=6.91 cfs 0.459 of Subcatchment4: DA 4 Runoff Area=26,866 sf 10.92% Impervious Runoff Depth=4.20" Tc=12.8 min CN=62 Runoff=3.58 cfs 0.216 of Subcatchment5: DA 5 Runoff Area=28,571 sf 8.27% Impervious Runoff Depth=3.96" Tc=13.6 min CN=60 Runoff=3.49 cfs 0.216 of Pond DP -A: Detention Pond A Peak Elev=598.31' Storage=1,136 cf Inflow=4.07 cfs 0.240 of Outflow=3.96 cfs 0.240 of Pond DP-B: Detention Pond B Peak EIev=590.13' Storage=4,067 cf Inflow=3.58 cfs 0.216 of Outflow=1.12 cfs 0.205 of Pond DP-C: Detention Pond C Peak EIev=588.95' Storage=4,283 cf Inflow=6.91 cfs 0.459 of Outflow=6.50 cfs 0,459 of Link P1: POA 1 Inflow=3.96 cfs 0.240 of Primary=3.96 cfs 0.240 of Link P2: POA 2 Inflow=3.56 cfs 0.214 of Primary=3.56 cfs 0.214 of Link P3: POA 3 Inflow=6.50 cfs 0.459 of Primary=6.50 cfs 0.459 of AM Link P4: POA 4 Inflow=1.12 cfs 0.205 of Primary=1.12 cfs 0.205 of Link P5: POA 5 Inflow=3.49 cfs 0.216 of Primary=3.49 cfs 0.216 of Total Runoff Area = 3.825 ac Runoff Volume =1.346 of Average Runoff Depth = 4.22" 89.93% Pervious = 3.440 ac 10.07% Impervious = 0.385 ac Post -Development 5639 Markwood Rd. POSTDEV Type // 24-hr 100-yr RainfalM.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD®9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1: DA 1 • Runoff = 4.07 cfs @ 12.04 hrs, Volume= 0.240 af, Depth= 4.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" Area (so CN Description 21,655 61 >75% Grass cover, Good, HSG B 4,387 98 Impervious, HSG B 26,042 67 Weighted Average 21,655 83.15% Pervious Area 4,387 16.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 Direct Entry, Summary for Subcatchment 2: DA 2 Runoff = 3.56 cfs @ 12.05 hrs, Volume= 0.214 af, Depth= 4.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" Area (sf) CN Description 21,938 61 >75% Grass cover, Good, HSG B 2,597 98 Impervious, HSG B 0 55 Woods, Good HSG B .. 24,535 65 Weighted Average 21,938 89.42% Pervious Area 2,597 10.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 3: DA 3 Runoff = 6.91 cfs @ 12.08 hrs, Volume= 0.459 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type 11 24-hr 100-yr Rainfall=8.82" w. Post -Development 5639 Markwood Rd. POSTDEV Type II 24-hr 100-yr Rainfall=8.82" Prepared by Shimp Engineering Printed 1/9/2019 am HydroCAD@ 9.10 s/n 07054 @ 2010 HydroCAD Software Solutions LLC Paae 16 Area (sf) CN Description 16,693 61 >75% Grass cover, Good, HSG B aw 4,505 98 Impervious, HSG B 39,421 55 Woods, Good, HSG B 60,619 60 Weighted Average 56,114 92.57% Pervious Area 4,505 7.43% Impervious Area Tc Length Slope Velocity Capacity Description �• (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 Direct Entry, Summary for Subcatchment 4: DA 4 Runoff = 3.58 cfs @ 12.05 hrs, Volume= 0.216 af, Depth= 4.20" .. Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048,00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" .. Area (sf) CN Description 12,439 61 >75% Grass cover, Good, HSG B 2,935 98 Impervious, HSG B 11,492 55 Woods, Good HSG B 26,866 62 Weighted Average 23,931 89.08% Pervious Area 2,935 10.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 Direct Entry, Summary for Subcatchment 5: DA 5 Runoff = 3.49 cfs @ 12.06 hrs, Volume= 0.216 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=8.82" Area (so CN Description 2,364 98 Impervious 8,695 61 >75% Grass cover, Good, HSG B 17,512 55 Woods, Good HSG B 28,571 60 Weighted Average 26,207 91.73% Pervious Area 2,364 8.27% Impervious Area ON Post -Development 5639 Markwood Rd. POSTDEV Type 11 24-hr 100-yr Rainfall=8.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 17 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ,. 13.6 Direct Entry, Summary for Pond DP -A: Detention Pond A Inflow Area = 0.598 ac, 16.85% Impervious, Inflow Depth = 4.81" for 100-yr event Inflow = 4.07 cfs @ 12.04 hrs, Volume= 0.240 of Outflow = 3.96 cfs @ 12.04 hrs, Volume= 0.240 af, Atten= 31/6, Lag= 0.0 min Primary = 3.96 cfs @ 12.04 hrs, Volume= 0.240 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 598.31'@ 12.04 hrs Surf.Area= 690 sf Storage= 1, 136 cf Plug -Flow detention time=16.6 min calculated for 0.240 of (100% of inflow) Center -of -Mass det. time=15.9 min ( 845.1 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 596.00' 2,610 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 596.00 310 0 0 a. 598.00 625 935 935 600.00 1,050 1,675 2,610 Device Routing Invert Outlet Devices #1 Primary 596.00' 15.0" Round Culvert L= 23.0' Ke=1.000 Inlet / Outlet Invert= 596.00' / 595.00' S= 0.0435'/' Cc= 0.900 n= 0.030 #2 Device 1 596.00' 3.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 598.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.92 cfs@ 12.04 hrs HW=598.30' (Free Discharge) ON t-1=Culvert (Passes 3.92 cfs of 5.74 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.47 cfs @ 7.07 fps) 3=Orifice/Grate (Weir Controls 3.45 cfs @ 1.80 fps) 4. Summary for Pond DP-B: Detention Pond B we Inflow Area = 0.617 ac, 10.92% Impervious, Inflow Depth = 4.20" for 100-yr event Inflow = 3.58 cfs @ 12.05 hrs, Volume= 0.216 of Outflow = 1.12 cfs @ 12.28 hrs, Volume= 0.205 af, Atten= 69%, Lag= 13.6 min Primary = 1.12 cfs @ 12.28 hrs, Volume= 0.205 of Routing by Stor-Ind method, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Peak Elev= 590.13'@ 12.28 hrs Surf.Area= 1,573 sf Storage= 4,067 cf Plug -Flow detention time=243.2 min calculated for 0.205 of (95% of inflow) Center -of -Mass det. time=213.8 min (1,053.8 - 840.0 ) m Post -Development 5639 Markwood Rd. POSTDEV Type 11 24-hr 100-yr Rainfall=8.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCADO 9.10 s/n 07054 © 2010 HydroCAD Software Solutions LLC Page 18 Volume Invert Avail.Storage Storage Description #1 586.00' 7,615 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 586.00 700 0.0 0 0 586.50 700 40.0 140 140 587.00 700 100.0 350 490 588.00 1,000 100.0 850 1,340 •• 590.00 1,530 100.0 2,530 3,870 592.00 2,215 100.0 3,745 7,615 Device Routing Invert Outlet Devices #1 Primary 587.00' 15.0" Round Culvert L= 27.0' Ke= 0.600 Inlet / Outlet Invert= 587.00' / 585.31' S= 0.0626'/' Cc= 0.900 n= 0.012 #2 Device 1 587.00' 2.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 590.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.09 cfs@ 12.28 hrs HW=590.12' (Free Discharge) t1=Culvert (Passes 1.09 cfs of 8.76 cfs potential flow) 12=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.40 fps) 3=Orifice/G rate (Weir Controls 0.90 cfs @ 1.15 fps) Summary for Pond DP-C: Detention Pond C Inflow Area = 1.392 ac, 7.43% Impervious, Inflow Depth = 3.96" for 100-yr event •• Inflow = 6.91 cfs @ 12.08 hrs, Volume= 0.459 of Outflow = 6.50 cfs @ 12.13 hrs, Volume= 0.459 af, Atten= 6% Lag= 2.8 min Primary = 6.50 cfs @ 12.13 hrs, Volume= 0.459 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 588.95'@ 12.13 hrs Surf.Area=1,938 sf Storage= 4,283 cf •• Plug -Flow detention time=111.2 min calculated for 0.459 of (100% of inflow) Center -of -Mass det. time=110.9 min ( 957.6 - 846.7 ) Volume Invert Avail.Storage Storage Description #1 586.00' 6,510 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 586.00 1,000 0 0 588.00 1,600 2,600 2,600 590.00 2,310 3,910 6,510 Device Routing Invert Outlet Devices #1 Primary 586.00' 15.0" Round Culvert L= 28.0' Ke=1.000 Inlet / Outlet Invert= 586.00' / 582.80' S= 0.1143'/' Cc= 0.900 n= 0.030 #2 Device 1 586.00' 2.5" Vert. Orifice/Grate C= 0.600 #3 Device 1 588.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 0 Post -Development 5639 Markwood Rd. POSTDEV Type 11 24-hr 100-yr Rainfall=8.82" Prepared by Shimp Engineering Printed 1/9/2019 HydroCAD® 9.10 s/n 07054 ©2010 HydroCAD Software Solutions LLC Page 19 Primary OutFlow Max=6.36 cfs @ 12.13 hrs HW=588.94' (Free Discharge) t 1=Culvert (Passes 6.36 cfs of 6.75 cfs potential flow) �2=Orifice/Grate (Orifice Controls 0.28 cfs @ 8.11 fps) 3=Orifice/Grate (Weir Controls 6.08 cfs @ 2.18 fps) Summary for Link P1: POA 1 Inflow Area = 0.598 ac, 16.85% Impervious, Inflow Depth = 4.81" for 100-yr event Inflow = 3.96 cfs @ 12.04 hrs, Volume= 0.240 of Primary = 3.96 cfs @ 12.04 hrs, Volume= 0.240 af, Atten= 0°/q Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Summary for Link P2: POA 2 Inflow Area = 0.563 ac, 10.58% Impervious, Inflow Depth = 4.57" for 100-yr event Inflow = 3.56 cfs @ 12.05 hrs, Volume= 0.214 of Primary = 3.56 cfs @ 12.05 hrs, Volume= 0.214 af, Atten= 01/o, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Summary for Link P3: POA 3 Inflow Area = 1.392 ac, 7.43% Impervious, Inflow Depth = 3.96" for 100-yr event Inflow = 6.50 cfs @ 12.13 hrs, Volume= 0.459 of "o Primary = 6.50 cfs @ 12.13 hrs, Volume= 0.459 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.0048.00 hrs, dt= 0.05 hrs Summary for Link P4: POA 4 Inflow Area = 0.617 ac, 10.92% Impervious, Inflow Depth = 3.98" for 100-yr event Inflow = 1.12 cfs @ 12.28 hrs, Volume= 0.205 of Primary = 1.12 cfs @ 12.28 hrs, Volume= 0.205 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link P5: POA 5 .. Inflow Area = 0.656 ac, 8.27% Impervious, Inflow Depth = 3.96" for 100-yr event Inflow = 3.49 cfs @ 12.06 hrs, Volume= 0.216 of an Primary = 3.49 cfs @ 12.06 hrs, Volume= 0.216 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs M KM 0 c a LD O O W O '" ! O U p O N N c;N N 9 N V M ID ` 14 .ti + m d li f/1 m c Ln m m o O 0 „ m o RS o O {, o ww w 4 >w rl a w w w L T O_ - n V1 O1 1� Ol O O O:. O O O T N N N C C � T LL 0 3 .� o o o o o ' O c o m v v a v v 11 N d C o � No U cn 00 mo U u. o 0 0 0 0ca 'N c W o CD C_ Q l.L D1 O N O o N O '. N O N O N O C LPL O O O O o 1 c T (d LL O TI N` N N r4 N N cn N CD J O ^1 T cc acoo O ` n ui 0 J N cq O ° °° ^ m omo m C. a ' m wm oNo Ln Ln I r v r 3 o 3 c O T V N - c0 lD cLn-1 N lD N N : T O N Gi Ni N � Q Q O O u1 ON N y ci N oo N N y o 0 0 0 0 o a) 3 _ Q o m - U � L � � v o oo m m m rn m m U N " r N N N O N N E E LO Q ID LD Ui M '. 1p l^D 1p t cL dl c: co o 7 U c m enm mm o o o 0 0 o (a � n U N o p L r '-I N M a U5 I�IV l..l� N % p � 0 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report J USDA United States Department of Agriculture MRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Albemarle County, Virginia October 19, 2018 Z m �, m oDzoca 000ca OOOOE& 0066zLb ocffiur OaL6ab fYKY.77b rr ,wry M „£z,0£ o8L d0 r 8 n m 0 Z W W J IL (6 a) a a m E d 3 O Q 0 O T CD N d U m L 7 N � U O o -IOU C V N a) O) 'E C U m m a) o m L m O C: N m o 3 c0 m D. O C E N L > > a'p +L �_ C a m O O O a) O C N a 7 U N E E aomm CL m m w E O C C O ' O N U) a)NEt C N '0 m N 2 C N j O_ N N_ 0 C (p W E E c) N m � N UN`° al N ca N 3 C ` Q U Z g o L U O "O y m U lIA N 3 C a) O. C m E a' L N 7 E N w r N a �' C p) E -tea) a L 2N U m E N N 'O m E O t0 a) �a)m 0' Cn o N L N mm m co M O. N: m 0 a) C) m 00 Q w w ..� C cn a) C7 O y 6 -0Z '� O N N 'O V ECL E W m�202 C >N �a L 3Nma) L c0j N LO'U m C C= O O Q T m fN a L C O N>O OQ mU CL O y m C O C U U O U N O E >^ m N O a) N N N :a O O C m E a) O L a) N L a) L E a) N m 7 N U O N U) a) d -o n w -O -0 d m 0 E a a) m a N m a o N a a) U > = Z p .m) y O a) a) Q C Q N co C a) is Z E m- Q U C a) p' cd m o N v aoi N as a) m O N O S N O T V N 'O m o N m p) E T 7 O 'O C O C >' O_ m Z CO �_ N m f6 7 w n i U 7 U N C 7 'v0E Q Q N .�. m 7 0 m O. O "0 a m d N E E U) Y E C M O a) a) a) N Z Q O. C) a) m I- (CO t "O o N 7 N N O C N 2 U) 'O a) U N N U C E2 p > n a) 7 T (n a1 m C) E O ^y O N L 2 0) O •p_ a) C m m E 0 n o CL B d U 2 Q n t _ Z = C) m 0ca LF- Eci Q (d U -D m o c U)c O w N a) J N N T o m LL N U T t L m )CL ca T C G C l6 = N N V L N 2 m `m J O a r (Di y N a) o m U m 0. U) O t) > N L_ O m y m o a D - Q A m c �ryyyy7{ UU * IL N O A O` N 3 m N .. c oT (, c- o U) s a a a d W � o. 3 .. m .. y m , m 42 O O W y0 c a a n a O O a T o C7 c m o_ n r d o_ Q co LL o N > > `v a) LL h a� ID c c v `m L y W 0 0 0 C o t0 A o N N c > c6 c uDi U C > C 'o 'O U) U) cn o m m U U (� c9 J J a Ix in <n in �n !n U) m a c m a� o� a > + X Q to O M= 0 Custom Soil Resource Report Map Unit Legend (Markwood Rd) Map Unit Symbol Map Unit Name 27B Elioak loam, 2 to 7 percent slopes w 27C Elioak loam, 7 to 15 percent slopes 34D Glenelg loam, 15 to 25 percent slopes 50E Manor loam, 25 to 45 percent slopes 56B Meadowville loam, 2 to 7 „ percent slopes W Water Totals for Area of Interest 0 16.5 17.9 23.5 10.7 DZI 0.4 69.7 Map Unit Descriptions (Markwood Rd) Percent of AOI 23.6% 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 25.7% 33.7% 15.4% 0.9% 0.6% 100.0% 11 Custom Soil Resource Report was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 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 `r 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. 0 12 Custom Soil Resource Report Albemarle County, Virginia 2713—Elioak loam, 2 to 7 percent slopes Map Unit Setting National map unit symbol: kb8y Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost -free period: 195 to 231 days Farmland classification: All areas are prime farmland Map Unit Composition Elioak and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elioak am Setting Landform: Hillslopes Landform position (two-dimensional): Summit No Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex do Parent material: Residuum weathered from mica schist Typical profile H1 - 0 to 8 inches: loam OW H2 - 8 to 39 inches: silty clay H3 - 39 to 79 inches: silt loam Properties and qualities Slope: 2 to 7 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): 2e Hydrologic Soil Group: B ++� Hydric soil rating: No 13 4.0 0 Custom Soil Resource Report 27C—Elloak 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 r, Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elioak WO 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 am 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 Hydric soil rating: No 14 r_1 r7 Custom Soil Resource Report 34D—Glenelg loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol. 2w061 Elevation: 30 to 1,200 feet Mean annual precipitation: 34 to 46 inches Mean annual air temperature: 43 to 66 degrees F Frost -free period: 174 to 211 days Farmland classification: Farmland of statewide importance Map Unit Composition 40 Glenelg and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Glenelg 4M Setting Landform: Hillslopes Landform position (two-dimensional): Backslope, shoulder a. Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Parent material: Residuum weathered from mica schist AN Typical profile Ap - 0 to 6 inches: loam Bt - 6 to 23 inches: loam an C - 23 to 65 inches: loam Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High .,, Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 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: Very high (about 13.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No r" 15 Custom Soil Resource Report 50E—Manor loam, 25 to 45 percent slopes Map Unit Setting National map unit symbol: kbc4 Mean annual precipitation: 25 to 65 inches Am Mean annual air temperature: 54 to 59 degrees F Frost -free period: 195 to 231 days Farmland classification: Not prime farmland Map Unit Composition Manor and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Manor Setting Landform: Interfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Linear Across -slope shape: Convex Parent material: Residuum weathered from quartz mica schist Typical profile H1 - 0 to 8 inches: loam H2 - 8 to 18 inches: loam H3 - 18 to 79 inches: loam Properties and qualities Slope: 25 to 45 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available waterstorage in profile. High (about 9.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Hydric soil rating: No 16 0 0 Custom Soil Resource Report 56B—Meadowville loam, 2 to 7 percent slopes Map Unit Setting National map unit symbol: kbcj Mean annual precipitation: 25 to 65 inches Mean annual air temperature: 54 to 59 degrees F Frost -free period: 195 to 231 days Farmland classification: All areas are prime farmland Map Unit Composition Meadowville and similar soils: 75 percent Minor components: 3 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Meadowville Setting Landform: I nterfluves Landform position (two-dimensional): Summit An Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Convex Parent material: Colluvium derived from igneous rock Typical profile H1 - 0 to 14 inches: loam H2 - 14 to 46 inches: loam H3 - 46 to 79 inches: loam Properties and qualities Slope: 2 to 7 percent "" Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Im Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: About 36 to 60 inches Frequency of flooding: None O' Frequency of ponding: None Available water storage in profile: High (about 10.0 inches) Interpretive groups Land capability classification (irrigated). None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A ,i. Hydric soil rating: No Minor Components Worsham Percent of map unit. 3 percent Landform: Drainageways 17 .. Custom Soil Resource Report Landform position (two-dimensional): Footslope Landform position (three-dimensional): Head slope, tread Down -slope shape: Concave `r Across -slope shape: Convex Hydric soil rating: Yes W—Water Map Unit Setting National map unit symbol: kbgk 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 Water. 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. 0 Am 18 NOAA Atlas 14, Volume 2, Version 3 Location name: Earlysville, Virginia, USA*� 'r Latitude: 38.1902*, Longitude:-78.5146* Elevation: 593.36 ft** Mu ` source: ESRI Maps 'k " source: USGS"^ POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and 0. Riley rr� NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PDS-based lurationba -- 5-min 0.341 (0.308-0.37 10-min - ,0^544 ^ "" 15-min 0.679 (0.615-0.751 30-min 0.930 (0.841-1.03) ■r 60-min 1.16 (1.05-1.28) 2-hr 1.39 (1.24-1.56) 3-hr 1.52 (1.35-1.72) 6-hr 1.94 (1.73-2.19) 12-hr 2'44 (2.17-2.78) 24-hr 2-day 3-day 4-day 7-day 10-day 20-day 30-day 45-day 60-day PF tabular Ant precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) 25 50 100 200 1 500 F 1000 0.408 0.481 0.542 0.613 0.668 0.722 0.773 0.836 0.888 0.369-0.451) (0.434-0.531) (0.488-0.599) (0.549-0.675) (0.596-0.736) (0.639-0.795) (0.679-0.852)i (0.726-0.926) (0.763-0.987) 0.651 0.769 0.866 11 0.975 1.06 1.151 1.22 F--1.-32-71 1.40 0.589-0.720) (0.694-0.850) (0.780-0.956) (0.874-1.08) (0.947-1.17) (1.01-1.26) (1.07-1.35) (1.15-1.46) (1.20 1.55) 0.818 0.972 1.09 1.24 F---1-3-5-71 1.45 1 1.54 1 1.66 1.75 0.740-0.905) (0.878-1.07) (0.986 1.21)i (1.11-1.36) (1.20-1.48) (1.28-1.59) (1.35-1.70) (1 (1.44-1.84) .51-1.95) 1.13 1.38 1.58 1.83 2.02 2.21 2.40 2.64 ��2.84�� (1.021.25) (1.25-1.52) (1.43-1.75) I (1.64-2.01) (1.80-2.23) (1.96-2.44) (2.11-2.65 �L-_5)._. (2.29 2.93) (2.44 3.15 1.42 1.77 2.06 2.43 2774-71 3.05 3.36 3.78 4.13 ----------- (1.601.95) (1.86-2.28) (2.18-2.68) (2.44-3.02) (2.70-3.36) (2.95-3.71 �� (3.28 4.19) (3.55 4.59 1.69 2.12 IF (1.51-1.90) (1.89-2.38) 1.85 2.31 2.72 3.25 3.70 4.17 4.67 5.37 5.98 (1.64-2.09) (2.05-2.62) (2.40-3.07) (2.85-3.66) (3.23-4.17) (3.61-4.70) (4.01-5.27 [��, (4.56 6.08) (5.01 6.78 2.35 2.92 3.43 4.13 4.74 5.39 6.10 7.11 8.01 (2.09-2.66) (2.59-3.29) (3.03-3.87) (3.62-4.66) (4.13-5.34) (4.64-6.07) (5.19-6.87 I ) (5.96-8.04) (6.61-9.08 I 2.94 3.66 4.33 5.27 6.11 7.02 8.04 9.55 10.9 1 (2.61-3.35) (3.24-4.171 (3.82-4-921 (4 R1-5 Q71 Is 9n.a 091 ,a nn-7 09% ,C 79 n ,n, - ee 2.50 2.98 3.39 3.81 4.26 4.89 5.43 (2.22-2.79) (2.64-3.33) (2.98-3.79) (3.33-4.26) j (3.69-4.76) (4.18-5.48 (4.59-6.11 ) 2.97 3.59 n �� • -, l -- - -. it ^ �._,� 4.57 5.40 6.62 7.67 8.82 10.1 12.0 13.6 (2.67-3.33) (3.23-4.03) (4.10-5.13) (4.83-6.05) (5.88-7.40) (6.76-8.55) ) (8.72-11.2) (7.70-9.82 �� (10.2-13.3) (11.4-15.1 I ) (3.15-3.89) 3.71 (3.38-4.12) 3.94 (3.60-4.35) 4.58 (4.20-5.02) 5.20 (4.79-5.65) 6.84 (6.39-7.36) 8.40 (7.89-8.96) 9.LG (3.82-4.71) 4.50 (4.09-4.98) 4.77 (4.36-5.26) 5.51 (5.05-6.04) 6.24 (5.75-6.78) 8.16 (7.62-8.77) 9.95 (9.36-10.6) 0.40 (4.83-5.97) 5.70 (5.18-6.32) 6.05 (5.52-6.66) 6.89 (6.30-7.55) 7.70 (7.08-8.35) 9.84 (9.19-10.6) 11.8 (11.0-12.5) D.3u (5.66-7.00) 6.70 (6.06-7.40) 7.09 (6.46-7.80) 8.01 (7.31-8.77) 8.87 (8.14-9.62) 11.2 (10.4-12.0) 13.1 (12.3-14-0) 1011 12.4 14.5 ----------------- 16.0 (9.89-11.1) (11.7-13.1) (13.6-15.3) (15.1-17.0 12.3 14.5 16.7 18.3 (11.7-13.0) (13.7-15.3) (15.8-17.6) (17.3-19.4) 7JLL7.77-9�-73) 1011 111 A- .7- ) (6.82-8.49) (8.79-11.1) (9.88-12.6) (11.4-14.8) (12.7-16.6 8.13 9.32 10.6 12.0 14.1 15.8 ) (7.31-8.97) (8.33-10.3) (9.42-11.7) (10.6-13.3) (12.2-15.6) (13.6-17.5 8.61 9.87 11.2 12.7 14.9 16.7 (7.80 9.46) (8.90 10.8) (10.1-12.3) (11.3 14.0) (13.0 16.4) (14.5-18.4) =(8.7.5) 11.0 12.4 13.9 16.1 17.9 (9.8912.0) (11.1-13.6) (12.415.2) (14.117.7) (15.619.8) 10.5 11.9 13.3 14.7 16.8 18.6 (9.61-11.4) (10.8-12.9) (12.0-14.4) (13.3-16.0) (15.0-18.4) (16.4-20.3) 13.0 14.4 15.8 17.3 19.2 20.8 (12.0-13.9) (13.3-15.4) (14.6-17.0) Fo5.8 18.6) (17.5 20.8) ( (18.8 22.5) 14.9 16.3 17.6 18.9 20.6 21.9 ) (14.0-15.9) (15.2-17.4) (16.4-18.8) (17.5-20.2) (19.0-22.1) 120.1-23.6 18.0 19.5 20.9 22.2 24.0 25.3 (16.9-19.1) (18.2-20.6) (19.5-22.2) i (20.7-23.6) (22.2-25.6) (23.3-27.0) =20. 21.9 23.4 24.8 26.5 27.8 (20.7 23.2) (22.0 24.7) ± (23.2-26.2) (24.8 28.1) I (25.9 29.5) �' Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). am 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. am Back to Top RECEIVED JAN 1 8 ?n19 COMMUNITY DEVELOPMENT