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HomeMy WebLinkAboutSWA000224_Design Calculations_20230929 it SUHt41T DESIGN AND ENGINEERING SERVICES STORMWATER 1 IMPACT ANALYSIS SIA DOLLAR GENERAL DEVELOPMENT 22-0298 HENDERS ON, NC FOR APPROVAL-FIRST ISSUED JULY 2023 01 'z.. ig, z :'1,:-:s3 it 4,5446, 'EVE. s OWNER/APPLICANT: ENGINEER/CONSULTANT: John Parker Matt Hastings, PE Rhetson Companies, LLC Summit Design and Engineering 2075 Juniper Lake Road 606 Broad Street, Suite C West End,NC 27376 South Boston, VA 24592 P(910)944-0881 P (434)579-4604/F(434)575-0617 matt.hast in}ci sum m i tde.net TABLE OF CONTENTS 1. Stormwater Impact Analysis (SIA) 2. Aerial Map & GIS Map 3. Stormwater Pre & Post Drainage Area Map 4. Nutrient Calculations 5. Pre/Post Runoff Calculations (VIA Hydraflow) 6. Miscellaneous 2 of 5 SITE PLAN SUBMITTAL STORMWATER IMPACT ANALYSIS (SIA) PROJECT #-NAME: 22-0298-Dollar General Sutherland PROPOSED USE: Retail Store PROJECT LOCATION: Henderson,NC PROJECT DESCRIPTION: Introduction: This project involves the development of a retail Dollar General Store on a 2.41-acre parcel in Henderson,NC. This project for stormwater purposes is being considered a new development because the existing property use is undeveloped land. There will be 2.23 acres of the property disturbed by development which includes work in the utility easement and work in the NCDOT right of way. There is no pre-existing impervious footprint inside the limits of disturbance. The proposed development will be building, parking lot, and lawn area. The final surface characteristics breakdown is listed below under proposed conditions. Design Criteria: The proposed development is in Henderson,NC and will therefore meet their zoning and design criteria. It must also meet the rules and regulations adopted by NCDEQ and NCDOT. The is in the HQW watershed and must comply with rule 15A NCAC 02H.1003. The proposed development is considered high density and it will increase impervious surface, therefore increasing runoff rates. For this reason, a wet detention basin will be used to reduce runoff and attenuate the post development 10-year storm runoff to less than the pre-development 10-year storm runoff and treat the first flush 1" storm. See the attached calculations. Existing Hydrologic Situation: As previously mentioned, the site is in Henderson which flows to the headwaters of Sandy Creek which discharges into the Tar-Pamlico River Basin. The 2.41-acre property is undeveloped and currently a grass field. The site is comprised generally of 2 drainage areas DA1 & DA2. DA1 sheet flows west across a grass field and DA2 flows east and into the roadside ditch. From here it all eventually flows downstream into Sandy Creek. 3 of 5 Proposed Development: As previously mentioned above there will be a new Dollar General Store and Parking Lot built on the 2.41-acre property. The disturbance area is 2.23 acres and the ground surface will change from 0 acres impervious surface to 1.06 acres impervious surface and 1.35 acres lawn/landscaping area. The entire property will be 44% impervious. The impervious surface consists of: - Building Roof - Driveway - Parking Lot - Sidewalks The proposed construction will alter the drainage area very little and the overall discharge points will remain the same. As mentioned before there are 2 drainage areas (DA1 & DA2). DA 1 was divided into two drainage areas for post development. One of the new drainage areas was DA 1B which sheetflows offsite. The other post development drainage area, DA 1A, flows into the wet detention pond which eventually discharges into the same grass field as DA 1B on the west side of the property. DA 2 is reduced in size and volume but the discharge location remains the same. Again, this dry detention basin is being installed to reduce the overall runoff rate thus protecting the neighbor's property to the west. 4 of 5 ANALYSIS: Description: The SCS method, was used to generate hydrographs for the pre and post development runoff calculations. The CN-factors were calculated based on the soil classification and land surface characteristics. Hydraflow Extensions for AutoCAD Civil 3D 2020 programs were used in conjunction w/AutoCAD Civil 3D to analyze the hydrographs and the time of concentration was calculated using overland flow, shallow concentrated flow and channel flow tables. Area measurements were made using AutoCAD. Ground cover and topographic assessments were based on site visits, field location surveys provided by our surveyor and aerial photography from Henderson/Vance County GIS and Google. Precipitation frequencies and intensities were based on data provided by NOAA. As mentioned above post development flows and volume are now less than the pre- development. Below are stormwater discharge characteristics without accounting for infiltration which make these numbers conservative. Pre-Development Post-Development DA 1 Q1 DISCHARGE(CFS) 0.417 0.061 DA 2 Q1 DISCHARGE(CFS) 0.273 0.261 DA 1 Q10 DISCHARGE(CFS) 3.22 0.871 DA 2 Q10 DISCHARGE(CFS) 2.404 1.812 5 of 5 - -• - r--- "' . , 1.• • et 4•.• --111i i • ,I, , . • ir.. . ilk_ . 1 _ . ._ . . . ...k. ..1- 10 • - , ..eadig . le i‘ t • - - : - . .4? . , ,.. . it— ' 4 0 - . , . . .• .• i #4,./ / ; 4.0.- ,.. i -. 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ALL MEASUREMENTS ARE HORIZONTAL GROUND DISTANCES AND AREAS HAVE BEEN w CALCULATED BY COORDINATE METHOD. Q 3. THE LOCATION OF UNDERGROUND UTILITIES ARE SHOWN BASED ON VISIBLE EVIDENCE AND DRAWINGS PROVIDED TO THE SURVEYOR.EXACT LOCATION OF UNDERGROUND UTILITIES AND STRUCTURES MAY VARY FROM THAT SHOWN AND ADDITIONAL BURIED UTILITIES MAY EXIST.CONTACT THE APPROPRIATE UTILITY COMPANIES FOR INFORMATION REGARDING BURIED UTILITIES.SPECIAL CARE SHALL BE EXERCISED DURING ANY SUBGRADE WORK OR DEMOLITION TO PREVENT UNINTENDED LOSS OF SERVICE TO SURROUNDING PROPERTIES. 4. THIS PROPERTY IS NOT LOCATED WITHIN A FLOOD HAZARD ZONE. 5. THIS PROPERTY IS WITHIN THE TAR-PAMLICO RIVER BASIN. DEMOLITION NOTES: N 1. ALL DEMOLITION,TRANSPORT,AND DISPOSAL OF WASTE MATERIALS SHALL BE IN Z ACCORDANCE WITH ALL APPLICABLE TOWN,COUNTY,STATE AND FEDERAL REGULATIONS. w W 2. REGULATEDIDENTIFIED ND MATERIALS PLAN FOR MOLITTOS,LEAD,ETC.MAY EXIST TE SITE AND SHALL EL BE IDENTIFIED AND A PLAN FOR DEMOLITION AND DISPOSAL PRESENTED TO AND APPROVED BY THE CITY/COUNTY AND OWNERS PRIOR TO COMMENCING DEMOLITION ON _ — — - �_ \ / CORRESPONDING STRUCTURES. \ \ \ / / // /// , \\ / 3. THE LOCATIONS OF ALL EXISTING FEATURES SHOWN ON THIS SHEET WERE PROVIDED AS — — — — _ — I - \ - -- __ // / r— \\� / � -- PART OF THE SURVEY REFERENCED ON THIS SHEET.OTHER UNIDENTIFIED UTILITIES OR \ -- - - - PRE-DEVELOPMENT DA 1 \ \ i i= _—— —_� — / i SITE FEATURES MAY EXIST AND SPECIAL CARE SHALL BE EXERCISED DURING ANY AREA-1.46 AC _— _� \ / / / SUBGRADE WORK OR DEMOLITION TO PREVENT UNINTENDED LOSS OF SERVICE TO - — _� --- -- -- -- -------- --�—_ — — — _� — — SURROUNDING PROPERTIES. ----�- ASPHALTCN 16107 AC — i \ —- ---- `�! '_— I i� �. GRASS �` — 4. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY PERMITS FOR WORK IN THE NCDOT - / i 0 RIGHTS OF WAY.ANY DAMAGED INFRASTRUCTURE IN THE RIGHTS-OF-WAY CAUSED BY - —� — / ---- CONSTRUCTION / \ _- —_ / N 7 M N ACTIVITIES MUST BE REPAIRED TO NCDOT STANDARDS.THIS INCLUDES, - / BUT IS NOT LIMITED TO UTILITIES,CURB&GUTTER,PAVEMENT,SIGNS AND ROADSIDE -� - - OVERLAND-100' 2.8% _ _ \ /Tom. LL w°w y SWALES. _ @ - - - SR 1533-VICKSBORO ROAD / /\ - SHALLOWCONC-226'@3.1% - qp-,.T _ - - _ _ _ \- wg���nELA 5. CONTRACTOR SHALL PROVIDE A TRAFFIC CONTROL PLAN,IF REQUIRED BY --� - - — — — I� \ EX.EOP -► } J - / / '�pV o �Jo 0 ENCROACHMENT PERMIT TO NCDOT FOR APPROVAL PRIOR TO ANY WORK WITHIN THE �� � � -- — — — — _ _ I •. __ EX.WATERLINE / ON'''' o'�j ii ¢oo >ip I -‘ a_ EX.FIRE // 0 - NCDOT RIGHT-OF-WAY. _ 'EX.FIRE ^tt / a - w x'a a"m -�_�_ �� HYDRANT(TYP.) ....... _ _ HYDRANT(T1'P.) / �` / ©V y ° a x a w w'o z S. POLE RELOCATION TO BE COORDINATED BY CONTRACTOR AND THE POWER COMPANY ��! —_ �R- /� 887981_ •.. ^-- / / ly tz7, • g rc a'a i'p LL'� CONTACT ON SHEET C-1. q,� \\\ L=91.700.R=6029�854_\ M - M _--- ----M M �� M N6 11'14.87"E M M- �_- � - ��u / `3�a " 00��8`-'° o 1\ \\� -- _ — \ \ — � ; 453.640 % / adz o <Sw�€ �5 \ \ - (Yj' / — _ -- _OHV---_r- O�Ij 5awwrcrc \ / m / �+Z 1O Q3Frc�. 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I �C\ ' -aas- --... Z J FIRE HYDRANT \ \ I III —OHO \ / / //// / /// / / // / / / / // / / Z qQ, POWER/LIGHT POLE -�� i I( EIS WIRE \ I -\—�OHO�---�OHO� ` \ / / ///7 // / ' �� / / / I / / /////// // Q EXISTING MONUMENT FOUND \ 1 \ / v O�1 O 0 IRON ROD OR PIPE ❑ CONCRETE MONUMENT SET \ \ I I \ / / / // / // I I I I I / I // / / // O Z Z CONCRETE MONUMENT \ F-1 5�— EXISTING PIPE/CULVERT \ \ \ I \ \ / / // / / I I I I I I / I/// / // p.I O Q O W EXISTING WATER LINE L, SS EXISTING SANITARY SEWER LINE \\ \ I \ // / / / // 1 I I I I I I / / / / // 4 U Z T EXISTING TELEPHONE ' 1 'a rT, G EXISTING GAS LINE / I I I I / W —OH — EXISTING OVERHEAD UTILITY \ O—UCE— EXISTING UNDERGROUND UTILITY N \ \ \ \/ \\ / // I / i I II I // / / // / /I / (n :°3C7 I- /YYWYI EXISTING WOODS LINE / I I I . Il l l l / �J l^LD LIMITS OF DISTURBANCE LINE ^J v'WW0 x \W /PROJECT 811 ° GRAPHIC SCALE DRAWING NAME: s. CONTRACTOR SHALL NOTIFY"NC811"(811)OR(1-800 CONSTRUCTION 9)AT 15 0 15 30 22-0298_XC/ LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION / OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. E.1. SHEET NO. CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF"NC811".REPORT Know what's~ 1inCh= 30 Ft.eiOW. ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY. -^ Call before you dig. !V 1 \ /\ /' \/ N • w 0) Z 0 W I,- CO N CO CO N N- r_O' °P° _ o_o � p. 1f / i2,1A\ — — — — — POST-DEVELOPMENTAREA DAAICA(TO POND) — — — — — / €3 \ _�_ —_ — — — \ / t uaso 1 \ z - GRASS 0.63 AC — — — — — — I L — r — IMPERVIOUS-0.99 AC — — — — Sj 3- BORO�OA$ c — S o` J g o � — CN-84 i —�\ — ___-- - =_ — � — Fo o P _ass— - OVERLAND-65'@ 3.8% _ _ w— SHALLOWNC-12 @ .5% — - _ _ / _ - oft 40 � T`_7Gf—___' �� -:,, -,e-� _. •as M. LD — — — — — ► '- — _ — — — �e i /�/ -- w K K m ETIThII wm \\ \ �IL=21 :. - ..., _ _ Ness-11'1487"E M M ErS — asp \„,_., \l / /7c OWPATH /�� Ja�� ��/ ����g10NxWgppqp7j _ — — �� /ti / / / / / / // // / :3 :I! 7 , \ , z , v..yote / \ . / \\\ . „, _ -- — 7 \ / /„.. 6,, 7 - 1 ( \ \ hi', \, \ lip ._ N, dr7 , —, 7,7. -- -1 w f o ,�� ��� / ti // // POST-DEVELOPMENT DA 2(BYPASS) AREA-0.78AC ti z / #// // GRASS-0.71 AC z o j , G. I 1111111:: ' / / / j // // / ASPHALT-0.07 / �I�W 1y ' // // / / i CN-64 Nma / //// / OVERLAND-100'@ 3.5% iw I / vb // #/ SHALLOW CONC-36'@ 2.0% z�, oGRADING&STORM LEGEND: / / 0 �/ Nn 1 �fiooD</� / i e a NEXISTING WATERMETER / / 1 \d -1- - / oo.{ %/ . py� //// _ - #$® EXISTING CLEANOUT / / ' a / ^h�/ / / / / / ` 1 ^av'0 EXISTING FIRE HYDRANT POST-DEVELOPMENT DA 1B(BYPASS) o ` / / g�/ /// / / jJ EXISTING UTILITY POLE AREA-0.20 AC ,. / / / / / .a > I Y,`f EXISTING LIGHT POLE / GRASS-O.ZO AC / \ ` OO EXISTING BOLLARD / ` e / //// / / / EXISTING POST INDICATOR VALVE ASPHALT-0.07 �O> 411klbe'li.'"' TC FLOWPATH ® / / // // / / ' - - ,��/1IOO EXISTING SANITARY SEWER MANHOLE CN-61 1 — f // / / / / / / �4Q ❑7 EXISTING TELEPHONE PEDESTAL TC-5 MIN / / \ 0 \ � ; -� / / / / / / / �/ ® EXISTING ELECTRIC ACCESS / / / 4 / // / // / — — / W ® EXISTING GAS METER / / / // / ``��_�66 \� /O // W n] EXISTING GAS REGULATOR / / / / / B�290+w ` `\ / // / /// /// / / / W ® EXISTING WATER VALVE / / / / / / / / \ ,4 / / / // // ///////// // / / 0 z EXIST I PROPOSED © CURB INLET ' / / / / / / / �_ 07 ` \1 466 • ® • DROP INLET i1 // / ///// / / / / • JUNCTION BOX / / / / / / / / / / 0 FLARED END SECTION(FES) / / / / / 0) \ / o`O / / /// / / / / _ H EXISTING STORM PIPE / / / I / / / ` 4B7 / / / /// / / / / / / ^ Z Ili Lo LIMITS OF DISTURBANCE ROPOSED STORM PIPE / / / / / / O) / ,/ / / // / // // / / Q F�1 LIMITS OF DISTURBANCE 8 \ /ti�" / , / /// // // / / ----/ '_ -\ �i 7 aorta LID, TREE PROTECTION FENCE I / ( \ q.6> / �°°P / / / / / Fti^ O —n—n— TREE PROTECTION FENCE I I I \ \� O� / 7 // �°� �^/ / / / / / / O O Q J -t°o- EXISTING MAJOR CONTOUR // /f I / // % / / / // / \ U ICI 2 ---�-- EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR \ / 7 W W PROPOSED MINOR CONTOUR \ I I I \ voo a t3st / / / /p/ a/�,� ^ (YWYYWYI WOODS LINE \ \ /c, / / / / / pe / / CI) Yd' / / / / —""O i / / / // / // / / / W w / 0 1.I.1 N \ o t� o / / / / U I-Li rn x I �NH . / / / / v/ / / / / / / `� PROJECT NO. \ I / HO / 811 ® \ \ \_ 1 / / // I / I I // / // / / 22-0298 \ \ \ I \ / / / / // I I I I I I / / / / > GRAPHIC SCALE DRAWING NAME: Know what's below. / / // �� �//� / I I I I I I I I / / / // / �5 0 s 30 22-o29a_G Call before you dig. A % I I I I I / / / / (INFEST) SHEET NO. \ I \ / / /// I I I I I / 1 inch 30 ft C-3 V A \ \ \ , // I / / /‘, J Project Information Project Name: Dollar General Henderson Vicksboro Rd Submission Date: 09/25/2023 Project Area(ft2): 104,980 ft2 Disturbed Area(ft2): 97,138 ft2 Development Land Use Type: Commercial Development Activity Type: Development-New Designated Downtown Area? no Project Location/Address: Intersection of Vicksboro Rd&Rock Mill Rd County: Vance Local Jurisdiction: Henderson Yellow cells require data for Project Latitude Coordinates: 36.315304 N PROJECT AREA RUNOFF and Project Longitude Coordinates: 78.362736 W NUTRIENT TREATMENT Precipitation Station: Henderson calculations Physiographic Region: Piedmont Green cells require data for Nutrient Management Watershed: Tar-Pamlico NUTRIENT TARGETS, Subwatershed: Tar-Pamlico-03020101 BUYDOWN,&CREDIT/DEBIT Phosphorus Delivery Zone: Tar-Pamlico River calculations — Nitrogen Delivery Zone: Tar-Pamlico River Project Designer and Contact Phone Matt Hastings (434)579-4604 Number/Email: Part of Common Development Plan? no Project Owner Type: Private Project Description: Commercial Building on 2.41 AC Lot Project Area Land Cover Characteristics TN TP Pre- Post- PROJECT AREA LAND COVERS EMC EMC Project Project (mg/L) (mg/L) I Area (ft2) Area (ft2) Roof 1.18 0.11 10,640 Roadway 1.64 0.34 Parking/Driveway/Sidewalk 1.42 0.18 35,677 Protected Forest 0.97 0.03 Other Pervious/Landscaping 2.48 1.07 104,980 48,666 CUSTOM LAND COVER 1 I 3.06 0.59 CUSTOM LAND COVER 2 CUSTOM LAND COVER 3 LAND TAKEN UP BY SCM 1.18 0.11 9,997 LAND COVER AREA CHECK Net Change of Land Covers(ft2): 56,314 Total Project Area Entered (ft2): 104,980 Total Pre-Project Calculated Area (ft2): 104,980 Total Post-Project Calculated Area (ft2): 104,980 3.SCM Characteristics Catchment ID 1 1 1 SCM ID i 101 102 103 , Type of SCM Wet Pond per MDC Predominant hydrologic soil group at SCM location B SCM Description Wet Pond per MDC Design Storm Size(inches/24hrs) 1.00 Percent of Full Size I 100% Hydrologic Value-Percent , 68% Annual Effluent Hydrologic Value-Percent Annual Overflow 16% Hydrologic Value-Percent Annual ET/Infiltrated 17% SCM Effluent TP EMC(mg/L) J 0.15 SCM Effluent TN EMC(mg/L) 1.22 SCM Land Cover TP EMC(mg/L) 0.11 SCM Land Cover TN EMC(mg/L) 1.18 Drains to SCM ID 0 Catchment Routing Catchments Draining to Catchments Draining to Catchments Draining to (Source Catchment) SCM 101 SCM 102 SCM 103 Catchment 1 Catchment 2 Catchment 3 Catchment 4 3.SCM Characteristics SCM ID: 101 dil.. 102 103 Area Draining Directly to Area Draining Directly to Area Draining Directly to Total Land Use Area Allowable Total Land Use SCM Drainage Area Land Covers 2 I Area to be Treated Based SCM 101(ft2) SCM 102(ft2) SCM 103(ft2) Treated By All SCMs(ft) Z on Post-Proiect Areas(ft 1 Roof 10,640 10,640 10,640 Roadway 0 0 Parking/Driveway/Sidewalk 32,484 32,484 35,677 Protected Forest 0 0 Other Pervious/Landscaping 17,446 17,446 48,666 CUSTOM LAND COVER 1 0 0 CUSTOM LAND COVER 2 0 0 CUSTOM LAND COVER 3 0 0 LAND TAKEN UP BY SCM 9,997 9,997 9,997 TOTAL AREA DRAINING TO SCM 70,567 0 0 70,567 104,980 (ft): CATCHMENT AREA(ft2): 70,567 Project Summary Project Name: Dollar General Henderson Vicksboro Rd Project Area(ft2): 104,980 ft2 2.4100 acres Submission Date: Disturbed Area (ft2): 97,138 ft2 2.2300 acres September 25, 2023 County: Vance Local Jurisdiction: Henderson Development Land Use Type: Commercial Owner Type: Private Development Activity Type: Development- New Designated Downtown Area? no Nutrient Management Watershed: Tar-Pamlico Subwatershed: Tar-Pamlico-03020101 Phosphorus Delivery Zone: Tar- Pamlico River Nitrogen Delivery Zone: Tar- Pamlico River Phosphorus Delivery Factor(%): 100% Nitrogen Delivery Factor(%): 100% Phosphorus Loading Rate Target(Ib/ac/yr): 0.40 Nitrogen Loading Rate Target(Ib/ac/yr): 4.00 Phosphorus Load Target at Site(Ib/yr): 0.96 _ _ Nitrogen Load Target at Site(Ib/yr): 9.64 Phosphorus Load Leaving Site w/SCMs(Ib/yr): 1.84 Nitrogen Load Leaving Site w/SCMs(Ib/yr): 12.87 P Offsite Buy-Down Threshold Loading Rate(Ib/ac/yr): 0.76 N Offsite Buy-Down Threshold Loading Rate 10.00 Total P Load Reduction Needed (Ib/yr): 1.31 Total N Load Reduction Needed (Ib/yr): 6.62 P Load Treatment Balance at Site(Ib/yr): 0.87 N Load Treatment Balance at Site(Ib/yr): 3.23 P Load Treatment Balance at Lake(Ib/yr): 0.87 N Load Treatment Balance at Lake(Ib/yr): 3.23 Pre-Project Post-Project I Post-Project I Post-Project Nutrient Export SummaryWhole Site Whole Site Whole Site with SCM-Treated Post Project P Untreated Area Conditions without SCMs SCMs Area Percent Impervious(for runoff calculation)(%) 0.0% _ 53.6% 53.6% 75.3% 9.3% 1 Percent Built-Upon Area (BUA) (%) 0.0% 44.1% 44.1% 61.1% 9.3% Annual Runoff Volume(ft3/yr) 17,550 188,679 159,416 144,054 15,361 Annual Runoff%Change(relative to pre-D) 0% 975% 808% Total Nitrogen EMC(mg/L) 2.48 1.38 1.30 1.24 1.78 Total Nitrogen Load Leaving Site(Ib/yr) 2.72 16.26 12.87 11.16 1.71 Total Nitrogen Loading Rate(Ib/ac/yr) 1.13 6.75 5.34 6.89 2.16 Total Nitrogen%Change(relative to pre-D) 0% 498% 373% Total Phosphorus EMC(mg/L) 1.07 0.19 0.19 0.15 0.48 Total Phosphorus Load Leaving Site(Ib/yr) 1.17 2.28 1.84 1.38 0.46 Total Phosphorus Loading Rate(Ib/ac/yr) 0.49 0.95 0.76 0.85 0.59 Total Phosphorus%Change(relative to pre-D) 0% 94% 57% CATCHMENT 1, SCM 101 Supporting Calculations Type of SCM: Wet Pond per MDC Rv= 0.05+(0.009 *I), Area Treated by SCM (ft2): 70,567 where I =percent impervious(%) Percent Impervious of Contributing Watershed (%): 75% V= Pi* Rv*A* (P/12), Runoff Coefficient, Rv: 0.73 where A=area of catchment(ft2) Inflow Volume (ft3): 173,317 P=average annual rainfall depth (in) Incoming Total Nitrogen Concentration (mg/L): 1.34 Annual Incoming Total Nitrogen Load (Ibs): 14.55 * * * * Incoming Total Phosphorus Concentration (mg/L): 0.17 * L=((P P R�)_(12 )) (C A 2.72) where L=annual pollutant loading(Ibs) Annual Incoming Total Phosphorus Load (Ibs): 1.82 P�=fraction of rain events that produce runoff(dec) Total Volume Leaving SCM (ft3): 144,054 C= event mean concentration of pollutant(mg/L) Outgoing Total Nitrogen Concentration (mg/L): 1.24 Annual Outgoing Total Nitrogen Load (Ibs): 11.16 Vout=V;,,* (1-Red) Outgoing Total Phosphorus Concentration (mg/L): 0.15 where V;n=inflow volume(ft3) Annual Outgoing Total Phosphorus Load (Ibs): 1.38 Red=volume reduction by SCM (%) 3 Annual Volume Reduction by SCM (ft3): 29,263 Annual Volume Reduction by SCM (%): 17% Annual Total Nitrogen Reduction by SCM (%): 23.31% Lout=Vout* EMCout* 6.243E-5 Annual Total Nitrogen Reduction by SCM (Ib): 3.39 where Vout=outflow volume(ft3), Annual Total Phosphorus Reduction by SCM (%): 24.22% EMCo t=effluent median concentration (mg/L) Annual Total Phosphorus Reduction by SCM (Ib): 0.44 Supporting Calculations CATCHMENT 1 R„= 0.05+(0.009 *I), Cumulative Catchment Area (ft2): 70,567 where I =percent impervious(%) Composite Catchment Impervious Surface (%): V= Pi* Rv*A* (P/12), Composite Runoff Coefficient, Rv: where A=area of catchment(ft2) Cumulative Runoff Volume (ft3): 173,317 P=average annual rainfall depth (in) Composite Total Nitrogen Runoff Concentration (mg/L): 1.34 Annual Total Nitrogen Runoff Load (Ibs): 14.55 * * * * Composite Total Phosphorus Runoff Concentration (mg/L): 0.17 * L=((P P Rv)+(12 )) (C A 2.72)where L=annual pollutant loading(Ibs) Annual Total Phosphorus Runoff Load (Ibs): 1.82 P�=fraction of rain events that produce runoff(dec) Total Volume Leaving Catchment (ft3): 144,054 C= event mean concentration of pollutant(mg/L) Outgoing Total Nitrogen Concentration (mg/L): 1.24 Annual Outgoing Total Nitrogen Load (Ibs): 11.16 Vont=V;n* (1-Red) Outgoing Total Phosphorus Concentration (mg/L): 0.15 where V;n=inflow volume(ft3) Annual Outgoing Total Phosphorus Load (Ibs): 1.38 Red=volume reduction by SCM (%) 3 Annual Volume Reduction by Catchment (ft3): 29,263 Annual Volume Reduction by Catchment (%): 17% Annual Total Nitrogen Reduction by Catchment (%): 23.31% Lout=Vout* EMC° t* 6.243E-5 Annual Total Nitrogen Reduction by Catchment(Ib): 3.39 where V°ut=outflow volume(ft3), Annual Total Phosphorus Reduction by Catchment(%): 24.22% EMC° t=effluent median concentration (mg/L) Annual Total Phosphorus Reduction by Catchment(Ib): 0.44 Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form Please complete and submit the following information to the local government permitting your development project to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation information can be found online at: http://deq.nc.gov/about/divisions/water-resources/planning/nonpoint-source-management/nutrient-offset- information PROJECT INFORMATION Applicant Name:IRhetson Companies,LLC I Project Name: Dollar General Henderson Vicksboro Rd Project Address: Intersection of Vicksboro Rd&Rock Mill Rd Date: (mm/dd/yyyy)I 9/25/20231 Development Land Use Type: Commercial County: Vance Development Activity Type: Development-New Pre-Project Built-Upon Area%: 0.00% Project Latitude: 36.315304 Post-Project Built-Upon Area%: 44.12% Project Longitude: 78.362736 WATERSHED INFORMATION Nutrient Management Watershed: Tar-Pamlico N Offsite Threshold Rate(Ib/ac/yr): 10.00 Subwatershed: Tar-Pamlico-03020101 P Offsite Threshold Rate(Ib/ac/yr): 0.76 Nitrogen Delivery Zone: Tar-Pamlico River Nitrogen Delivery Factor: 100% Phosphorus Delivery Zone: Tar-Pamlico River Phosphorus Delivery Factor: 100% NUTRIENT OFFSET REQUEST Nitrogen Load Offset Needs (L)(Where (A) (B) (C) (D) (E) (F) (G) (H) Applicable) Untreated Treated Loading Rate Reduction State Buy Local Gov't Loading Rate Loading Rate Target Need Project Size Offset Delivery Down Amount Buy Down (Ibs/ac/yr) (Ibs/ac/yr) (lbs/ac/yr) (lbs/ac/yr) (ac) Duration(yrs) Factor(%) (Ibs) Amount(Ibs) B-C D*E*F*G 6.75 5.34 4.00 1.34 2.4100 30 100% 96.76 I I Phosphorus Load Offset Needs (A) (B) (C) (D) (E) (F) (G) (H) (L)(Where Applicable) Untreated Treated Load Loading Rate Reduction State Buy Local Gov't Load Rate Rate Target Need Project Size Offset Delivery Down Amount Buy Down (Ibs/ac/yr) (lbs/ac/yr) (lbs/ac/yr) (Ibs/ac/yr) (ac) Duration(yrs) Factor(%) (Ibs) Amount(Ibs) B-C D*E*F*G 0.95 0.76 0.40 0.36 2.4100 30 100% 26.24 I LOCAL GOVERNMENT AUTHORIZATION Local Government Name: Henderson Staff Name: Phone: Staff Email: Date: II Local Government Authorizing Signature: STORMWATER RUNOFF CALCULATIONS QI , Q2 , Q10 , Q100 It SUIIMIT DESIGN AND ENGINEERING SERVICES WET POND WATER QUALITY VOLUME Drainage Area(Ac.) 1.62 Impervious Area(Ac.) 0.99 Vwct=3630 *R D *RV *A /u Impervious 61.111111 1"Vw„ SA Required(Table 1 of BMP Man.) 1510.1 Where: RD=Rainfall Depth of Design Storm Water Quality Vol(cf): 3528.36 RD= 1 (Usually 1"or 1.5") Rv= 0.6 Rv=Runoff Coefficient(0.05+.9*IA)Where Approx.Min.Area Required D=12" IA=%Impervious in DA VWQ=1"(sf) 3528.36 Incremental Volume Z-Stage Storage Contour Area(SF) (CF) S-Accum.Volume(CF) (FT) In S In Z Zest Bottom of Wet Pond(ft.): 455 501.0 0.00 0.00 0 0.0000 0.0000 0.00 Intermediate Contour(ft.): 456 1228.0 864.50 864.50 1 6.7622 0.0000 1.27 Intermediate Contour(ft.): 457 2034.0 1,631.00 2,495.50 2 7.8222 0.6931 2.17 Intermediate Contour(ft.): 458 2919.0 2,476.50 4,972.00 3 8.5116 1.0986 3.09 Intermediate Contour(ft.): 459 3883.0 3,401.00 8,373.00 4 9.0328 1.3863 4.03 Intermediate Contour(ft.): 460 4927.0 4,405.00 12,778.00 5 9.4555 1.6094 5.00 Intermediate Contour(ft.): 461 6052.0 5,489.50 18,267.50 6 9.8129 1.7918 6.00 Bottom of Planting Shelf(ft.): 461.5 6649.0 3,175.25 21,442.75 6.5 9.9731 1.8718 6.51 Dewatering Orifice(ft): 462 7924.0 3,643.25 25,086.00 7 10.1301 1.9459 7.05 Top of Planting Shelf(ft.): 462.5 9290.0 4,303.50 29,389.50 7.5 10.2884 2.0149 7.65 Larger Dewatering Orifice(ft): 463 9997.0 4,821.75 34,211.25 8 10.4403 2.0794 8.26 Spillway Elev(ft): 463.5 10722.0 5,179.75 39,391.00 8.5 10.5813 2.1401 8.88 Intermediate Contour(ft.): 464 13041.0 5,940.75 45,331.75 9 10.7218 2.1972 9.54 Top of Dam(ft): 465 17827 15,434.00 60,765.75 10 11.0148 2.3026 11.08 WET POND ZONE BREAKDOWN Zone Surface Area Required (SF) Required Provided Surface Area Provided Volume (CF) Depth(FT) (SF) Depth(FT) Forebay 226.52 2.50 1144.00 5.00 2714.50 Permanent Pool Water Surface 1,510.14 3.00 7924.00 3 25086.00 Water Quality Area&Volume NA 1.00 9997.00 1.00 9125.25 Additional Volume Before Spillway NA 0.80 10722.00 5179.75 Planting Shelf NA 1.00 2641.00 7946.75 FOREBAY BREAKDOWN Stoage Contour Area(SF) Incremental Volume S-Accum.Volume(CF) Z-Staqe r (CF) (FT) Bottom of Forebay(ft.): 458 83.0 0.00 0.00 0 Intermediate Contour(ft.): 459 218.0 150.50 150.50 1 Intermediate Contour(ft.): 460 401.0 309.50 460.00 2 Intermediate Contour(ft.): 461 617.0 509.00 969.00 3 Intermediate Contour(ft.): 462 865.0 741.00 1,710.00 4 Top of Forebay(ft): 463 1144.0 1,004.50 2,714.50 5 9/19/2023 8:42 PM N:\2022\22-0298.V70 Dollar General Henderson,NC(Vicksboro Rd)\Civil\Design\Stormwater\Wet Pond Pond No. 1 - Pond Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Top of pond —12.00 4iI 465.00 6.0 x 12.0 in or '��� CuIvC-Inv.463.00 u.ou in ormce CulvB-Inv.462.00 12.00 ft Riser —10.00 WeirA-Elev.463.50 10.00 ft Broad crested weir u WeirB-Elev.463.50 —8.00 a —6.00 35.0 _F of 15.0 in @ 1.00% CJIvA-Inv.461.00 —4.00 —2.00 Stage(ft) �*�*�* \ Bottom of pond Elev.454.00 100-yr Front View 10-yr NTS - Looking Downstream 1-yr Inflow hydrograph=3.SCS Runoff-Post DA1A Project: Pre Post.gpw Friday, 09/22/2023 ®sutitiff JOB Po -.4 4 6L/N s0/d DESIGN AND ENGwNr!E(NG R,v Cn SHEET NO. OF Creatively Inspired Technicallyv Executed MATT ' C 7/1//4�- 504 Meadowland Drive CALCULATED 9Y !///1T( 11 ST/�few DATE�� Hillsborough,NC 27278 Ph: 919-732-3883 Fax: 919-732.6676 CHECKED BY DATE www.summitde.net SCALE w rot c!4tde t VotAticy CAL_cs _ UJQ J ed GAT _ C5Ek JJJ I 2.53 `/ Vw = Lx W xD 3' K?' X 2.5-. 701' - 414.7s' 4/6/' P 14 - 2s _ (12.4f Ids I cf'Zei.ccF C' SI,I+rE CC06‘th C.N)T/aA) = l, got tls Wc. (IC 141 cff (3Y3)- (2.33 )c 2.33 XL?. = (150 $47) lZ• J 02)5ER I I 1)339 l�s Vqc, 156 li;lea Y BAD toil 71Hck ‘75 l6s gA5E WC = 1,339 r 475 = 21011 . ld s T To7h c_ 2,of I Its) I,�!a`f )is FP ULCT 209-1 ivnwA Skel 296-1 IPldaec) 1P SUMMIT �52 ON 2/1 CV 1C/68,9 b 3a.c41..o ooaouww sana3 SHEET NO. 320 Executive Court :ALCULATED BY fri*77 /1t rsO oar-_ 0 (li/2-3 Hillsborough,NC 27278 Ph:939-732-3883 Fax:919-732-6676 CHECKED BY DATE www.summitde.net SCALE war Porn oR'Flccr w�7 �6 �LEVh7�a�J ��3, ���•25' D� L12. en-u ,sz9 cF 14' D'7 5' D76'Ik w,J Triif = z. At y.f eft. C7z,sL 3 C.A Q = �C = 3,5-21 = 0.o2 efs T az,Sons A= = D.da _ ova ma's ooe s� C. I-S7 (o.6) 1.17 2 X 32-a.xo75` p.OKS 5F r2--7 r = 0.0q01 4R 0•1‘1 1 SAY 1/2" hid L E WET POND PLANTING CHART Total Planting Area, SF = 1380 SHALLOW LAND PLANTS Shallow Land Planting Area, SF 1380 Total Plants Required 350 SCIENTIFIC NAME COMMON NAME QTY. PCT. OF QTY. ASCLEPIAS INCARNATA SWAMP MILK WEED 70 20% LOBELIA CARDINALIS CARDINAL FLOWER 70 20% EUPATORIADELPHUS FISTULOSUS JOE PYE WEED 70 20% HIBISCUS COCCINEUS 'SCARLET ROSE MALLOW 70 20% KOSTELETZKYA VIRGIN ICA SEASHORE MALLOW 70 20% SUB TOTAL: 350 100% **The contractor must use at least 3 and if so they need to total 350 plants. Hydraflow Table of Contents PrePost.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 1 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Pre DA1 4 TR-55 Tc Worksheet 5 Hydrograph No. 2, SCS Runoff, Pre DA2 6 TR-55 Tc Worksheet 7 Hydrograph No. 3, SCS Runoff, Post DA1A 8 TR-55 Tc Worksheet 9 Hydrograph No. 4, SCS Runoff, Post DA1B 10 Hydrograph No. 5, SCS Runoff, Post DA2 11 TR-55 Tc Worksheet 12 Hydrograph No. 6, Reservoir, DA1A thru Pond 13 Pond Report - Pond 14 10 - Year Summary Report 17 Hydrograph Reports 18 Hydrograph No. 1, SCS Runoff, Pre DA1 18 Hydrograph No. 2, SCS Runoff, Pre DA2 19 Hydrograph No. 3, SCS Runoff, Post DA1A 20 Hydrograph No. 4, SCS Runoff, Post DA1B 21 Hydrograph No. 5, SCS Runoff, Post DA2 22 Hydrograph No. 6, Reservoir, DA1A thru Pond 23 100 - Year Summary Report 24 Hydrograph Reports 25 Hydrograph No. 1, SCS Runoff, Pre DA1 25 Hydrograph No. 2, SCS Runoff, Pre DA2 26 Hydrograph No. 3, SCS Runoff, Post DA1A 27 Hydrograph No. 4, SCS Runoff, Post DA1 B 28 Hydrograph No. 5, SCS Runoff, Post DA2 29 Hydrograph No. 6, Reservoir, DA1A thru Pond 30 Pond No. 1 - Pond Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Top of pond —12.00 4iI 465.00 6.0 x 12.0 in or '��� CuIvC-Inv.463.00 u.ou in ormce CulvB-Inv.462.00 12.00 ft Riser —10.00 WeirA-Elev.463.50 10.00 ft Broad crested weir u WeirB-Elev.463.50 —8.00 a —6.00 35.0 _F of 15.0 in @ 1.00% CJIvA-Inv.461.00 —4.00 —2.00 Stage(ft) �*�*�* \ Bottom of pond Elev.454.00 100-yr Front View 10-yr NTS - Looking Downstream 1-yr Inflow hydrograph=3.SCS Runoff-Post DA1A Project: Pre Post.gpw Friday, 09/22/2023 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Legend Hyd. Origin Description 1 SCS Runoff Pre DA1 2 SCS Runoff Pre DA2 3 SCS Runoff Post DA1A 4 SCS Runoff Post DA1B 5 SCS Runoff Post DA2 6 Reservoir DA1A thru Pond Project: Pre Post.gpw Friday, 09/22/2023 2 Hydrograph Return Period Recap draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 0.417 3.222 9.137 Pre DA1 2 SCS Runoff 0.273 2.404 6.988 Pre DA2 3 SCS Runoff 3.499 9.018 17.70 Post DA1A 4 SCS Runoff 0.055 0.485 1.384 Post DA1B 5 SCS Runoff 0.261 1.812 5.022 Post DA2 6 Reservoir 3 0.006 0.386 8.555 DA1Athru Pond Proj. file: Pre Post.gpw Friday, 09/22/2023 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) I 1 SCS Runoff 0.417 2 724 1,739 Pre DA1 2 SCS Runoff 0.273 2 724 1,244 Pre DA2 3 SCS Runoff 3.499 2 718 7,063 Post DA1A 4 SCS Runoff 0.055 2 720 178 Post DA1B 5 SCS Runoff 0.261 2 724 1,016 Post DA2 6 Reservoir 0.006 2 1446 1,619 3 462.76 32,003 DAM thru Pond Pre Post.gpw Return Period: 1 Year Friday, 09/22/2023 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 1 Pre DA1 Hydrograph type = SCS Runoff Peak discharge = 0.417 cfs Storm frequency = 1 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,739 cuft Drainage area = 1.460 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.30 min Total precip. = 2.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(1.390 x 61)+(0.070 x 98)]/1.460 Pre DA1 Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 - 0.20 0.15 0.15 0.10 - 0.10 0.05 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Hyd. No. 1 Pre DA1 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.47 0.00 0.00 Land slope (%) = 2.80 0.00 0.00 Travel Time (min) = 11.98 + 0.00 + 0.00 = 11.98 Shallow Concentrated Flow Flow length (ft) = 226.00 0.00 0.00 Watercourse slope (%) = 3.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.79 0.00 0.00 Travel Time (min) = 1.35 + 0.00 + 0.00 = 1.35 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 13.30 min 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 2 Pre DA2 Hydrograph type = SCS Runoff Peak discharge = 0.273 cfs Storm frequency = 1 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,244 cuft Drainage area = 1.150 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.30 min Total precip. = 2.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.130 x 61)+(0.020 x 98)]/1.150 Pre DA2 Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - 10.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (hrs) 7 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Hyd. No. 2 Pre DA2 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.47 0.00 0.00 Land slope (%) = 2.50 0.00 0.00 Travel Time (min) = 12.53 + 0.00 + 0.00 = 12.53 Shallow Concentrated Flow Flow length (ft) = 106.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.28 0.00 0.00 Travel Time (min) = 0.77 + 0.00 + 0.00 = 0.77 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 13.30 min 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 3 Post DA1A Hydrograph type = SCS Runoff Peak discharge = 3.499 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 7,063 cuft Drainage area = 1.620 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.20 min Total precip. = 2.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.630 x 61)+(0.990 x 98)]/1.620 Post DA1A Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - ' - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time (hrs) 9 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Hyd. No. 3 Post DA1A Description A B C Totals Sheet Flow Manning's n-value = 0.150 0.011 0.011 Flow length (ft) = 65.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.47 0.00 0.00 Land slope (%) = 3.80 0.00 0.00 Travel Time (min) = 5.16 + 0.00 + 0.00 = 5.16 Shallow Concentrated Flow Flow length (ft) = 126.00 0.00 0.00 Watercourse slope (%) = 1.50 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.98 0.00 0.00 Travel Time (min) = 1.06 + 0.00 + 0.00 = 1.06 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 6.20 min 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 4 Post DA1B Hydrograph type = SCS Runoff Peak discharge = 0.055 cfs Storm frequency = 1 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 178 cuft Drainage area = 0.200 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post DA1 B Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 i 0.02 I 0.01 0.01 0.00 — 1 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 4 Time (hrs) 11 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 5 Post DA2 Hydrograph type = SCS Runoff Peak discharge = 0.261 cfs Storm frequency = 1 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,016 cuft Drainage area = 0.780 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.20 min Total precip. = 2.71 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.710 x 61)+(0.070 x 98)]/0.780 Post DA2 Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 I 0.20 0.20 0.15 0.15 0.10 0.10 0.05 j 0.05 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (hrs) 12 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Hyd. No. 5 Post DA2 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.47 0.00 0.00 Land slope (%) = 3.50 0.00 0.00 Travel Time (min) = 10.96 + 0.00 + 0.00 = 10.96 Shallow Concentrated Flow Flow length (ft) = 36.00 0.00 0.00 Watercourse slope (%) = 2.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.28 0.00 0.00 Travel Time (min) = 0.26 + 0.00 + 0.00 = 0.26 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter (ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Total Travel Time, Tc 11.20 min 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 6 DA1A thru Pond Hydrograph type = Reservoir Peak discharge = 0.006 cfs Storm frequency = 1 yrs Time to peak = 24.10 hrs Time interval = 2 min Hyd. volume = 1,619 cuft Inflow hyd. No. = 3 - Post DA1A Max. Elevation = 462.76 ft Reservoir name = Pond Max. Storage = 32,003 cuft Storage Indication method used. Wet pond routing start elevation=462.00 ft. DA1A thru Pond 0 (cfs) Hyd. No. 6 -- 1 Year 0 (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 11111amm 0.00 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 6 Hyd No. 3 II I I I I H Total storage used = 32,003 cuft Pond Report 14 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Pond No. 1 - Pond Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=454.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 454.00 03 0 0 1.00 455.00 501 181 181 2.00 456.00 1,228 838 1,019 3.00 457.00 2,034 1,614 2,633 4.00 458.00 2,919 2,463 5,096 5.00 459.00 3,883 3,389 8,485 6.00 460.00 4,927 4,394 12,879 7.00 461.00 6,052 5,479 18,358 7.50 461.50 6,649 3,174 21,532 8.00 462.00 7,924 3,638 25,170 8.50 462.50 9,290 4,299 29,469 9.00 463.00 9,997 4,820 34,289 10.00 464.00 13,041 11,484 45,773 11.00 465.00 17,827 15,370 61,143 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 15.00 0.50 6.00 0.00 Crest Len(ft) = 12.00 10.00 0.00 0.00 Span(in) = 15.00 0.50 12.00 0.00 Crest El.(ft) = 463.50 463.50 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El.(ft) = 461.00 462.00 463.00 0.00 Weir Type = 1 Broad --- --- Length(ft) = 35.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No Slope(%) = 1.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/ Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 454.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.10 18 454.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.20 36 454.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.30 54 454.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.40 72 454.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.50 90 454.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.60 109 454.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.70 127 454.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.80 145 454.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.90 163 454.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.00 181 455.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.10 265 455.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.20 348 455.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.30 432 455.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.40 516 455.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.50 600 455.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.60 684 455.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.70 767 455.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.80 851 455.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 1.90 935 455.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.00 1,019 456.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.10 1,180 456.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.20 1,341 456.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.30 1,503 456.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.40 1,664 456.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.50 1,826 456.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.60 1,987 456.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.70 2,148 456.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 2.80 2,310 456.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 Continues on next page... 15 Pond Stage/Storage/ Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.90 2,471 456.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000 3.00 2,633 457.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.10 2,879 457.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.20 3,125 457.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000 3.30 3,371 457.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.40 3,618 457.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.50 3,864 457.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.60 4,110 457.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.70 4,357 457.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.80 4,603 457.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 3.90 4,849 457.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 4.00 5,096 458.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000 4.10 5,434 458.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 4.20 5,773 458.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000 4.30 6,112 458.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000 4.40 6,451 458.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 4.50 6,790 458.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 4.60 7,129 458.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 4.70 7,468 458.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 4.80 7,807 458.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 4.90 8,146 458.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.00 8,485 459.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.10 8,924 459.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.20 9,364 459.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.30 9,803 459.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000 5.40 10,242 459.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.50 10,682 459.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.60 11,121 459.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.70 11,561 459.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.80 12,000 459.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 5.90 12,440 459.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.00 12,879 460.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.10 13,427 460.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.20 13,975 460.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.30 14,523 460.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000 6.40 15,071 460.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.50 15,619 460.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.60 16,167 460.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.70 16,715 460.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.80 17,262 460.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 6.90 17,810 460.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.00 18,358 461.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.05 18,676 461.05 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.10 18,993 461.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.15 19,310 461.15 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.20 19,628 461.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.25 19,945 461.25 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.30 20,263 461.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.35 20,580 461.35 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.40 20,897 461.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.45 21,215 461.45 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.50 21,532 461.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.55 21,896 461.55 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.60 22,260 461.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.65 22,624 461.65 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.70 22,987 461.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.75 23,351 461.75 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.80 23,715 461.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.85 24,079 461.85 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.90 24,443 461.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 7.95 24,806 461.95 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 8.00 25,170 462.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 8.05 25,600 462.05 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.001 8.10 26,030 462.10 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.002 8.15 26,460 462.15 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.002 8.20 26,890 462.20 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.003 8.25 27,320 462.25 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.003 8.30 27,749 462.30 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.003 8.35 28,179 462.35 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.004 8.40 28,609 462.40 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.004 8.45 29,039 462.45 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.004 8.50 29,469 462.50 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005 Continues on next page... 16 Pond Stage/Storage/ Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 8.55 29,951 462.55 0.01 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005 8.60 30,433 462.60 0.01 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005 8.65 30,915 462.65 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.005 8.70 31,397 462.70 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- 0.005 8.75 31,879 462.75 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006 8.80 32,361 462.80 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006 8.85 32,843 462.85 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006 8.90 33,325 462.90 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006 8.95 33,807 462.95 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006 9.00 34,289 463.00 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- --- --- --- 0.006 9.10 35,437 463.10 0.12 is 0.01 is 0.11 is --- 0.00 0.00 --- --- --- --- 0.114 9.20 36,586 463.20 0.31 is 0.01 is 0.30 is --- 0.00 0.00 --- --- --- --- 0.312 9.30 37,734 463.30 0.59 is 0.01 is 0.56 is --- 0.00 0.00 --- --- --- --- 0.567 9.40 38,883 463.40 0.87 is 0.01 is 0.86 is --- 0.00 0.00 --- --- --- --- 0.869 9.50 40,031 463.50 1.21 is 0.01 is 1.20 is --- 0.00 0.00 --- --- --- --- 1.212 9.60 41,180 463.60 3.53 oc 0.01 is 1.42 is --- 1.26 0.82 --- --- --- --- 3.520 9.70 42,328 463.70 7.52 is 0.00 is 1.62 is --- 3.58 2.33 --- --- --- --- 7.521 9.80 43,476 463.80 8.53 is 0.00 is 0.73 is --- 4.72 s 3.07 s --- --- --- --- 8.526 9.90 44,625 463.90 8.82 is 0.00 is 0.51 is --- 5.03 s 3.28 s --- --- --- --- 8.820 10.00 45,773 464.00 9.06 is 0.00 is 0.39 is --- 5.25 s 3.42 s --- --- --- --- 9.053 10.10 47,310 464.10 9.26 is 0.00 is 0.31 is --- 5.42 s 3.52 s --- --- --- --- 9.249 10.20 48,847 464.20 9.46 is 0.00 is 0.25 is --- 5.56 s 3.62 s --- --- --- --- 9.432 10.30 50,384 464.30 9.65 is 0.00 is 0.22 is --- 5.70 s 3.71 s --- --- --- --- 9.628 10.40 51,921 464.40 9.83 is 0.00 is 0.19 is --- 5.83 s 3.79 s --- --- --- --- 9.806 10.50 53,458 464.50 10.01 is 0.00 is 0.16 is --- 5.92 s 3.85 s --- --- --- --- 9.939 10.60 54,995 464.60 10.18 is 0.00 is 0.15 is --- 6.06 s 3.94 s --- --- --- --- 10.15 10.70 56,532 464.70 10.36 is 0.00 is 0.13 is --- 6.17 s 4.02 s --- --- --- --- 10.32 10.80 58,069 464.80 10.52 is 0.00 is 0.12 is --- 6.30 s 4.10 s --- --- --- --- 10.52 10.90 59,606 464.90 10.69 is 0.00 is 0.11 is --- 6.29 s 4.09 s --- --- --- --- 10.50 11.00 61,143 465.00 10.85 is 0.00 is 0.10 is --- 6.45 s 4.20 s --- --- --- --- 10.75 ...End 17 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) I 1 SCS Runoff 3.222 2 722 8,665 Pre DA1 2 SCS Runoff 2.404 2 722 6,513 Pre DA2 3 SCS Runoff 9.018 2 716 18,636 Post DA1A 4 SCS Runoff 0.485 2 718 981 Post DA1B 5 SCS Runoff 1.812 2 722 4,844 Post DA2 6 Reservoir 0.386 2 794 10,956 3 463.23 36,921 DA1Athru Pond Pre Post.gpw Return Period: 10 Year Friday, 09/22/2023 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 1 Pre DA1 Hydrograph type = SCS Runoff Peak discharge = 3.222 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 8,665 cuft Drainage area = 1.460 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.30 min Total precip. = 5.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.390 x 61)+(0.070 x 98)]/1.460 Pre DA1 Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (his) 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 2 Pre DA2 Hydrograph type = SCS Runoff Peak discharge = 2.404 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 6,513 cuft Drainage area = 1.150 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.30 min Total precip. = 5.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.130 x 61)+(0.020 x 98)]/1.150 Pre DA2 Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (his) 20 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 3 Post DA1A Hydrograph type = SCS Runoff Peak discharge = 9.018 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 18,636 cuft Drainage area = 1.620 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.20 min Total precip. = 5.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.630 x 61)+(0.990 x 98)]/1.620 Post DA1A Q (cfs) Hyd. No. 3-- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 — 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 3 Time (hrs) 21 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 4 Post DA1B Hydrograph type = SCS Runoff Peak discharge = 0.485 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 981 cuft Drainage area = 0.200 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post DA1 B Q (cfs) Hyd. No. 4-- 10 Year Q (cfs) 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 0.25 0.25 0.20 - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 - I - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 4 Time (his) 22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 5 Post DA2 Hydrograph type = SCS Runoff Peak discharge = 1.812 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 4,844 cuft Drainage area = 0.780 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.20 min Total precip. = 5.12 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.710 x 61)+(0.070 x 98)]/0.780 Post DA2 Q (cfs) Hyd. No. 5-- 10 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 — ‘ 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (his) 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 6 DA1A thru Pond Hydrograph type = Reservoir Peak discharge = 0.386 cfs Storm frequency = 10 yrs Time to peak = 13.23 hrs Time interval = 2 min Hyd. volume = 10,956 cuft Inflow hyd. No. = 3 - Post DA1A Max. Elevation = 463.23 ft Reservoir name = Pond Max. Storage = 36,921 cuft Storage Indication method used. Wet pond routing start elevation=462.00 ft. DA1A thru Pond Q (cfs) Hyd. No. 6-- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 6 Hyd No. 3 1111111 Total storage used = 36,921 cuft 24 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) I 1 SCS Runoff 9.137 2 720 23,721 Pre DA1 2 SCS Runoff 6.988 2 720 18,160 Pre DA2 3 SCS Runoff 17.70 2 716 38,064 Post DA1A 4 SCS Runoff 1.384 2 718 2,789 Post DA1B 5 SCS Runoff 5.022 2 720 13,028 Post DA2 6 Reservoir 8.555 2 722 30,360 3 463.81 43,589 DA1Athru Pond Pre Post.gpw Return Period: 100 Year Friday, 09/22/2023 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 1 Pre DA1 Hydrograph type = SCS Runoff Peak discharge = 9.137 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 23,721 cuft Drainage area = 1.460 ac Curve number = 63* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.30 min Total precip. = 8.84 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.390 x 61)+(0.070 x 98)]/1.460 Pre DA1 Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 f 6.00 4.00 4.00 2.00 2.00 0.00 — N_ -- 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Time (hrs) 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 2 Pre DA2 Hydrograph type = SCS Runoff Peak discharge = 6.988 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 18,160 cuft Drainage area = 1.150 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.30 min Total precip. = 8.84 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(1.130 x 61)+(0.020 x 98)]/1.150 Pre DA2 Q (cfs) Hyd. No. 2-- 100 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 I 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 2 Time (his) 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 3 Post DA1A Hydrograph type = SCS Runoff Peak discharge = 17.70 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 38,064 cuft Drainage area = 1.620 ac Curve number = 84* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 6.20 min Total precip. = 8.84 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.630 x 61)+(0.990 x 98)]/1.620 Post DA1A Q (cfs) Hyd. No. 3-- 100 Year Q (cfs) 18.00 I 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 ..... ('-•-• 3.00 0.00 — 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 3 Time (hrs) 28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 4 Post DA1B Hydrograph type = SCS Runoff Peak discharge = 1.384 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 2,789 cuft Drainage area = 0.200 ac Curve number = 61 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.84 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post DA1 B Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) 2.00 2.00 1.00 1 1.00 0.00 — - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 4 Time (his) 29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 5 Post DA2 Hydrograph type = SCS Runoff Peak discharge = 5.022 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 13,028 cuft Drainage area = 0.780 ac Curve number = 64* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 11.20 min Total precip. = 8.84 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)=[(0.710 x 61)+(0.070 x 98)]/0.780 Post DA2 Q (cfs) Hyd. No. 5-- 100 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 1 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 '. - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 5 Time (his) 30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2020 Friday,09/22/2023 Hyd. No. 6 DA1A thru Pond Hydrograph type = Reservoir Peak discharge = 8.555 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 30,360 cuft Inflow hyd. No. = 3 - Post DA1A Max. Elevation = 463.81 ft Reservoir name = Pond Max. Storage = 43,589 cuft Storage Indication method used. Wet pond routing start elevation=462.00 ft. DA1A thru Pond Q (cfs) Hyd. No. 6-- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 6 Hyd No. 3 1111111 Total storage used =43,589 cuft Appendices OirriE Tko-rectoAl oiNJ,D 0 V1'i` ?)?t 3D, ' I. IM • Outlet w = Do + La i I" .,(i rl diameter(Do) 1 t::`.,; ' •'' 11i�'ii' f . �, La —� 90 t lam •1I,0,111 LT--.4er 0.5D0IsIlv�rn.V • � mormin 1✓fl iuf aE�.z. 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To make a search. use the name of a place city state or address or click the location on the map to find lat long coordinates Prime Exclusive Deal Place Name Adobe Acrobat r�1 t Standard Henderson. Nc Find • )4! Add the country code for better results. Ex: London, UK Adobe Acrobat. Convert. edit e- 1 vo.r `1, sign.protect. Latitude Longitude 36 315304 -78.362736 Adobe Acrobat Standard 1 12-Month Subs ***1. 23 '154.00,-prime Add to Cart y For better accuracy please type Name Address City State Zipcode_ + 'N View la rnF--- ,- 0+ s 1 c f r r i c �`aA� Je� 1• ... ,i re '`,, :4 r PC Breeze r. . 36 315304.-78 362736 "- •• /N .---' i - - / 1,i_ VicxSboro Road W Q rI 7 IK Google f��r, Leaflet I®OpenStreetMac 'r,i Keyboard s'ortcuts Map Data Terms of Use Report a map error Lat Long GPS Coordinates (36.315304, -78.362736) 36`' 18' 55.0944" N 78° 21' 45.8496" W NATIONAL Vicksboro, NC USGS 7.5' Map Series O2 GEOGRAPHIC 78°22'W 37 uuu m_ 78°21' •3b Middleburg,NC 740 78°19' 741 • - -/--\:-., 5 0 _ _ K. eO6nJ se i ( , .� �1� ` Jr\ 1v L!b Cem J \I • z �s 1 a u s �. -; z rvi— _� , 1 "i- 49 '0u stun `:.., � ---- —i4 . ^ rN �y N Y I II r ;( /A ` �M 510/r / - Y - ( �� =� -• - - - -- . 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' he 1 eN �^ _ , Project Site— �•f ® — C -o ' -'--- * c(---wg./\ ^-'... .\'', ? ) 1 r________ .,.,,.,\ . c ...„, , :, ,I .„,$) : ,j,, ..., . , __, , . ,__, , -7 ._ ..,,. .,,„,.. \ -__=.-c--, ( \ ,, . .iik "V21 /7: - j '( Ln \??c__, --'-:Ailj , , n II In -- NO ',1+Ij I u: .j 4 e n�t�)' i t a Ill 1` t';- �/. AtilAkC-, � f',. 'l, ..,, , ___/,/ _ Y 1. ,---, Y I I_ - ' .J �• �C < 1, ,.. j��� I`� , � Z '� �, �e. • Jac=.'— _ - �` , ' ?( ,.....__/..y-' , ,\ ' . :.r . ,.' ,....,,..J. -.....,,s ii, 4,<,_ ),,,, . , ,,,,i-) --_}, . _, -,,/-_-.___-, „-c.-;-) ...,-__,, , ,i.(0,1 _ ., tr\, ._„..)-,,,(c,. L..._,_.---,1,„ L 7 s6 000 mE 78°22'W 737 78°21' 739 78°20' 740 78°19' 0 .5 1 0 1000 2000 4000 5000 1 .5 0 KILOMETERS 1 NAD83/WGS84 UTM Zone 17 MILES FEET 1000 0 METERS 1000 ©2016 National Geographic Partners. Please refer to index map on page 1 for more details. User assumes all risk associated with the use of this map. Post-Construction Stormwater Permitting Map NC DEQ Stormwater Program Identifies stormwater permitting authorities for development projects in NC.Use the SEARCH button to find a location or address,and then click on the map for guidance.NOTE: DEQ L Please contact DEQ staff to determine if a property is within a watershed or area that requires special considerations(SA,HOW,ORW,Special Management Strategies). n x Post-Construction Stormwater Permitting Information County VANCE Where am I? VANCE CO Permitting State Type High Quality or Outstanding Waters Bass ORW Special Management Strategy Area Watershed Notes State Stormwater Perm ttmg Program t+l Zoom to Q�,� En_l__:7NC Surface Water Classifications I Fox Fund Park 4t e tt Surface Water Classifications: " m X L 0e4 C,u yt, Stream Index. 28 78 1 (1) o e/) E �-\ R KP Stream Name: Sandy Creek(Fox Reservoir, Q ‹t? \i f, T N Clearv�ew Dr Roland Pond,Club Pond, Fa Wcldons Mill Pond,Southerlands f Pond) 3 z a Irvrew Dr Description: From source to dam at Southerlands Pond ;ksboro Rd r 01 Classification: C,NSW.+ Garland St 1 Date of Class.: May 31,2004 Fig' I What rinoc this('lace mnan? .. , .. �Cie A 7 Os ZOOMto �R'7 a 4t al 0 CI l' Roland Pond -78.367 36.312 Degrees l v E Find Your HUC in North Carolina Gupton Ln + _ _ i F oX'Oc _ 1 I A (1 of 2) ► IO X f n Vicksboro Rd tea,Ln c cr ,a r� 12-Digit HUC(Subwatershed) p� a N Clearview Dr 12-Digit Name: Headwaters Sandy Creek o, Cresent 12-Digit Code: 030201010701 S Clearview Dr Park 10-Digit Name: Sandy Creek slew Dr Cresent 10-Digit Code: 0302010107 Park Vicksboro Rd 8-Digit Code: 03020101 Garland SI r ! F> River Basin: Tar-Pamlico (i) „ r,is I 't1Gr 12 Digit Area(ac): 21,475.02 c 'Qa 7 Zoom to OC ' c_ Y C f6 7/11/23,9:20 AM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 " "': Location name: Henderson,North Carolina,USA* � '°`° Latitude:36.3144°,Longitude: -78.3631° " none iir Elevation:466 ft** pi source:ESRI Maps a y. a"�bOF "source:USGS `"" POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.389 0.450 0.512 0.581 0.648 0.704 0.753 0.796 0.845 0.890 (0.352-0.430) (0.408-0.497) (0.464-0.565) (0.525-0.641) (0.583-0.715) (0.630-0.776) (0.670-0.829) (0.706-0.879) (0.743-0.935) (0.776-0.985) 10-min 0.621 0.720 0.820 0.929 1.03 1.12 1.20 1.26 1.34 1.40 (0.563-0.687) (0.653-0.795) (0.743-0.905) (0.840-1.03) (0.930-1.14) (1.00-1.24) (1.06-1.32) (1.12-1.39) (1.18-1.48) (1.22-1.55) 15-min 0.776 0.905 1.04 1.18 1.31 1.42 1.51 1.59 1.68 1.76 (0.703-0.858) (0.820-0.999) (0.939-1.14) (1.06-1.30) (1.18-1.44) (1.27-1.56) (1.35-1.66) (1.41-1.76) (1.48-1.86) (1.54-1.95) 30-min 1.06 1.25 1.47 1.70 1.94 2.14 2.32 2.48 2.68 2.85 (0.964-1.18) (1.13-1.38) (1.34-1.63) (1.54-1.88) (1.74-2.14) (1.91-2.36) (2.06-2.55) (2.20-2.74) (2.36-2.96) (2.48-3.15) 60-min 1.33 1.57 1.89 2.22 ' 2.58 2.90 3.19 3.48 3.84 4.16 (1.20-1.47) (1.42-1.73) (1.71-2.08) (2.00-2.45)J (2.32-2.85) (2.59-3.19) (2.84-3.51) (3.08-3.84) (3.38-4.25) (3.63-4.60) 2-hr 1.55 1.83 2.23 2.65 3.13 3.57 3.98 4.42 4.98 5.48 (1.40-1.72) (1.65-2.03) (2.00-2.47) (2.38-2.93)_ (2.79-3.46) (3.16-3.94) (3.51-4.40) (3.87-4.88) (4.32-5.50) (4.71-6.07) 3-hr 1.65 1.95 2.38 2.84 3.38 3.87 4.36 4.87 5.54 6.16 (1.48-1.84) (1.76-2.18) (2.14-2.65) (2.54-3.16) (3.01-3.75) (3.43-4.30) (3.83-4.84) (4.25-5.39) (4.78-6.14) (5.26-6.84) 6-hr 1.99 2.35 2.87 3.43 4.10 1 4.74 5.37 6.03 6.93 7.77 (1.79-2.22) (2.12-2.62) (2.58-3.19) (3.08-3.81) , (3.66-4.55) (4.20-5.24) (4.71-5.93) (5.25-6.65) (5.96-7.64) (6.59-8.58) 12-hr 2.36 2.79 3.42 4.11 4.97 5.78 6.60 7.48 8.71 9.87 (2.15-2.61) (2.54-3.09) (3.11-3.78) (3.72-4.54) (4.47-5.46) (5.16-6.33) (5.83-7.21) (6.54-8.17) (7.49-9.51) (8.36-10.8) 24-hr 2.80 3.38 4.25 4.92 5.86 6.61 7.39 1 8.19 9.31 10.2 (2.63-3.00) (3.17-3.63) (3.97-4.55) (4.59-5.27) (5.45-6.26) (6.12-7.07) (6.81-7.91) (7.51-8.79) (8.48-10.0) (9.23-11.0) 2-day 3.26 3.93 4.88 5.62 6.63 7.44 8.25 9.10 10.3 11.2 (3.07-3.47) (3.70-4.19) (4.59-5.19) (5.28-5.99) I (6.20-7.07) (6.92-7.93) (7.65-8.81) (8.40-9.74) (9.39-11.0) (10.2-12.0) 3-day 3.45 4.15 5.14 5.92 6.98 7.82 8.69 9.58 10.8 11.8 (3.24-3.68) (3.90-4.42) (4.83-5.47) (5.55-6.30) (6.51-7.44) (7.28-8.35) (8.04-9.28) (8.82-10.3) (9.88-11.6) (10.7-12.7) 4-day 3.64 4.38 5.41 6.22 7.32 8.21 9.12 10.1 11.3 12.4 (3.42-3.88) (4.11-4.66) (5.07-5.76) (5.82-6.62) (6.83-7.81) (7.62-8.76) (8.43-9.75) (9.25-10.8) (10.4-12.2) (11.2-13.3) 7-day 4.24 5.06 6.17 7.05 8.25 9.22 10.2 11.2 12.6 13.7 (3.99-4.51) (4.76-5.38) (5.80-6.56) (6.61-7.50) (7.70-8.79) (8.57-9.82) (9.46-10.9) (10.4-12.0) (11.6-13.6) (12.5-14.8)_ 10-day 4.81 5.73 6.90 7.83 9.09 10.1 11.1 12.1 13.6 14.7 (4.53-5.11) (5.40-6.08)_ (6.50-7.33) (7.36-8.32) (8.51-9.66) (9.41-10.7) (10.3-11.8) (11.2-13.0) (12.5-14.5) (13.4-15.8) 20-day 6.48 7.66 9.08 10.2 11.8 13.0 14.2 15.5 17.2 18.5 (6.13-6.86) (7.24-8.11) (8.59-9.62) (9.65-10.8) (11.1-12.5) (12.2-13.8) (13.3-15.1) (14.4-16.5) (15.9-18.4) (17.0-19.9) 30-day 8.02 9.44 11.0 12.2 13.8 15.0 16.2 17.5 19.1 20.3 (7.62-8.45) (8.98-9.94)_ (10.4-11.6) (11.6-12.9) (13.0-14.6) (14.2-15.9) (15.3-17.2) (16.4-18.5) (17.8-20.3) (18.8-21.6) 45-day 10.1 11.9 13.7 15.0 16.8 18.2 19.6 20.9 22.6 23.9 (9.68-10.7) (11.3-12.5) (13.0-14.3) (14.3-15.8) (16.0-17.7) (17.2-19.2) (18.4-20.6) (19.6-22.0) (21.2-24.0) (22.3-25.4) 60-day 12.2 14.3 16.2 17.6 19.5 20.9 22.2 23.5 25.2 26.4 (11.7-12.8) (13.6-14.9) (15.4-16.9) (16.8-18.4) (18.6-20.4) (19.9-21.9) I (21.1-23.3) (22.3-24.7) (23.8-26.5) (24.9-27.9) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=36.3144&Ion=-78.3631&data=depth&units=english&series=pds 1/4 7/11/23,9:21 AM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 ":%"° Location name: Henderson,North Carolina,USA* " '°`° Latitude:36.3144°,Longitude: -78.3631° " norm iir Elevation:466 ft** pi "source:ESRI Maps a y. a"nbOF ""source:USGS `"" POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 - 200 500 1000 5-min 4.67 5.40 6.14 6.97 7.78 8.45 9.04 9.55 10.1 10.7 (4.22-5.16) (4.90-5.96) (5.57-6.78) (6.30-7.69) (7.00-8.58) (7.56-9.31) (8.04-9.95) (8.47-10.5) (8.92-11.2) (9.31-11.8) 10-min 3.73 4.32 4.92 5.57 6.20 6.73 7.18 7.58 8.02 8.41 (3.38-4.12) (3.92-4.77) (4.46-5.43) (5.04-6.16) (5.58-6.83) (6.02-7.41) (6.39-7.90) (6.71-8.36) (7.06-8.87) (7.34-9.31) 15-min 3.10 3.62 4.15 4.70 5.24 5.68 6.05 6.37 6.73 7.04 (2.81-3.43) (3.28-4.00) (3.76-4.58) (4.25-5.19) (4.71-5.77) (5.08-6.26) (5.38-6.66) (5.64-7.03) (5.92-7.44) (6.14-7.79) 30-min 2.13 2.50 2.95 3.41 3.88 4.27 4.63 4.96 5.36 5.70 (1.93-2.35) (2.27-2.76) (2.67-3.25) (3.08-3.76) (3.49-4.28) (3.83-4.71) (4.12-5.10) (4.39-5.47) (4.71-5.92) (4.97-6.31) 60-min 1.33 1.57 1.89 2.22 2.58 2.90 3.19 3.48 3.84 4.16 (1.20-1.47) (1.42-1.73) (1.71-2.08) (2.00-2.45) (2.32-2.85) (2.59-3.19) (2.84-3.51) (3.08-3.84) (3.38-4.25) (3.63-4.60) 2-hr 0.775 0.915 1.11 1.32 1.56 1.78 1.99 2.21 2.49 2.74 (0.698-0.860) (0.825-1.02) (1.00-1.24) (1.19-1.47) (1.40-1.73) (1.58-1.97) (1.76-2.20) (1.93-2.44) (2.16-2.75) (2.36-3.03) 3-hr 0.548 0.649 0.790 0.944 1.12 1.29 1.45 1.62 1.84 2.05 (0.493-0.612) (0.585-0.724) (0.711-0.883) (0.846-1.05) (1.00-1.25) (1.14-1.43) (1.28-1.61) (1.41-1.80) (1.59-2.04) (1.75-2.28) 6-hr 0.331 0.392 r 0.478 0.572 0.685 1 0.791 0.896 1.01 1.16 1.30 (0.299-0.369) (0.354-0.437)1(0.430-0.533) (0.513-0.636) (0.611-0.759)1(0.700-0.875) (0.787-0.989) (0.876-1.11) (0.994-1.28) (1.10-1.43) 12-hr 0.195 0.231 0.283 0.341 0.412 0.479 0.547 0.621 0.722 0.819 (0.178-0.216) (0.211-0.256) (0.257-0.313) (0.309-0.376) (0.370-0.453) (0.428-0.525) (0.483-0.598) (0.542-0.678) (0.621-0.788) (0.693-0.894) 24-hr 0.116 0.140 0.176 0.205 0.244 0.275 0.307 0.341 0.388 0.424 (0.109-0.125) (0.132-0.151) (0.165-0.189) (0.191-0.219) (0.226-0.260) (0.255-0.294) (0.283-0.329) (0.313-0.366) (0.353-0.416) (0.384-0.457) 2-day 0.067 0.081 0.101 0.117 0.138 0.154 0.171 0.189 0.213 0.232 (0.063-0.072) (0.077-0.087) (0.095-0.108) (0.109-0.124) (0.129-0.147) (0.144-0.165) (0.159-0.183)1(0.174-0.202) (0.195-0.229) (0.211-0.249) 3-day 0.047 0.057 0.071 0.082 0.096 0.108 0.120 0.133 0.150 0.163 (0.045-0.051) (0.054-0.061) (0.067-0.076) (0.077-0.087) (0.090-0.103) (0.101-0.115) (0.111-0.128) (0.122-0.142) (0.137-0.160) (0.148-0.175) 4-day 0.037 0.045 0.056 0.064 0.076 0.085 0.095 0.104 0.118 0.128 (0.035-0.040) (0.042-0.048) (0.052-0.059) (0.060-0.068) (0.071-0.081) (0.079-0.091) (0.087-0.101) (0.096-0.112) (0.107-0.126) (0.116-0.138) 7-day 0.025 0.030 0.036 0.041 0.049 0.054 0.060 0.066 0.075 0.081 (0.023-0.026) (0.028-0.032) (0.034-0.039) (0.039-0.044) (0.045-0.052) (0.051-0.058) (0.056-0.064) (0.061-0.071) (0.068-0.080) (0.074-0.087) 10-day 0.020 0.023 0.028 0.032 0.037 0.042 0.046 0.050 0.056 0.061 (0.018-0.021) (0.022-0.025) (0.027-0.030) (0.030-0.034) (0.035-0.040) (0.039-0.044) (0.043-0.049) (0.046-0.054) (0.051-0.060) (0.055-0.065) 20-day 0.013 0.015 0.018 0.021 0.024 0.027 0.029 0.032 I 0.035 0.038 (0.012-0.014) (0.015-0.016) (0.017-0.020) (0.020-0.022) (0.023-0.025) (0.025-0.028) (0.027-0.031) (0.029-0.034) (0.033-0.038) (0.035-0.041) 30-day 0.011 0.013 0.015 0.016 0.019 0.020 0.022 0.024 0.026 0.028 (0.010-0.011) (0.012-0.013) (0.014-0.016) (0.016-0.017) (0.018-0.020) (0.019-0.022) (0.021-0.023) (0.022-0.025) (0.024-0.028) (0.026-0.029) 45-day 0.009 0.011 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022 (0.008-0.009),(0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.015-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.020-0.023) 60-day 0.008 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018 (0.008-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). 1 Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=36.3144&Ion=-78.3631&data=intensity&units=english&series=pds 1/4 7/11/23,9:21 AM Precipitation Frequency Data Server PDS-based intensity-duration-frequency (IDF) curves Latitude- 36.3144°, Longitude: -78.3631° j 1 1 Average recurrence 101 - - interval (years) \ - 1 • 2 10° - — s c \ — 25 o — 50 ft 10 ' I — 100 a — 200 a.) 500 — 1000 10 - - 1 - - — E E E E E ry n5 kb L L v -0•o .D m ro Z.. ro �o u1 A. n v v "Cl v MIN � .-1 r.a A Duration ry 'y "�4 O o o u1 0 .-1 .-..1 re, v,,o 101 - I — _- I L G • Duration Z* 10° - c — 5-min — 2-day c — 10-min — 3-day c 15-mrn — 4-day 0 10-1 -. -- — 30-rnIn — 7-day c — 60-min — 10-day u — 2-hr — 20-day a — 3-hr — 30-day — 6-hr — 45-day 10-2 — — — 12fir — 60-day 1 1 — 24fir 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT) Tue Jul 11 13-2L09 2023 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=36.3144&Ion=-78.3631&data=intensity&units=english&series=pds 2/4 7/11/23,9:21 AM Precipitation Frequency Data Server .2., ---- ( 4-1(7/ - :Henderson bgay 9 ;\N4 w404 ` �I �1} I'd ismi•s tt R \\ 1- t . . . - • 3km \,,,...,..,„. 2mi iii Lar•e scale terrain ` •../.14!”•• ';1104"; -41,4 riiii‘...\\ ' iirigp$14*- . 1r ,.5, t :. g1/4',...,;it-0': -..i, - ' ...13 - or G - F'i7;r 100km .,,#` Par 60mi (i X Large scale map l Tmoon ;Lynchburg icks u g ,Roanoke _/ Norfolk ■.(".— on-6 lem7 Greensboro 7 I Durham Rocky Mount Raleigh North Greenville Carolina 1 ottr 100 km 60mi ayetteville Large scale aerial https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=36.3144&Ion=-78.3631&data=intensity&units=english&series=pds 3/4 Hydrologic Soil Group—Vance County, North Carolina U 736610 736640 f. ,'0 Tizi736700 736730 736760 736790 736820 36°18'58"N v rr 36°18'58"N 1por . . ,- • _ . ,_, . ., ,..,-, , -1 ... .,,, .„ 4. ... oiliSheillif- 41- io° r • •cKs,0 y, 0 . . e," 7: . _1 r s= -- IQ Jill oy• • 3 • f, '' "-- V a diP • i N— - —l N 4 II . ... I. OF ` M It , ' Zr. r' ` i . `+s v..a-x g t cYi 41 . ill �©DB 4.,, ' nitV n@il b@ diUod as U`i&�c.1a11Q° — 36°18'48"N 36°18'48"N 736640 736670 736700 736730 736760 736790 736820 3 3 N Map Scale:1:1,430 if printed on A portrait(8.5"x 11")sheet. v ri Meters m N 0 20 40 80 120 m Feet 0 50 100 200 300 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey 7/11/2023 dila Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Vance County, North Carolina MAP LEGEND MAP INFORMATION Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:20,000. C/D Soils D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil n AID Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed n B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map n C measurements. r..i Interstate Highways C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) n Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts • A distance and area.A projection that preserves area,such as the III Aerial Photography Albers equal-area conic projection,should be used if more • • ND accurate calculations of distance or area are required. •+r B This product is generated from the USDA-NRCS certified data as .,r B/D of the version date(s)listed below. • r C Soil Survey Area: Vance County, North Carolina Survey Area Data: Version 23,Sep 12,2022 • • C/D Soil map units are labeled(as space allows)for map scales • • D 1:50,000 or larger. • w Not rated or not available Date(s)aerial images were photographed: Apr 25,2022—May Soil Rating Points 20,2022 G A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ▪ ND imagery displayed on these maps.As a result,some minor • B shifting of map unit boundaries may be evident. ▪ B/D USDA Natural Resources Web Soil Survey 7/11/2023 011. Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Vance County, North Carolina Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI ApB Appling sandy loam,2 to B 4.9 100.0% 8 percent slopes Totals for Area of Interest 4.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.None Specified USDA Natural Resources Web Soil Survey 7/11/2023 Conservation Service National Cooperative Soil Survey Page 3 of 4 8.7 Curve Number Estimation and Abstrac ihle 8.7.2 The values of CN for various land uses on these soil types are given in Table 8.7.3.F shed made up of several soil types and land uses, a composite CN can be calculated. Minimum infiltration rates for the various soil groups are: Group Minimum Infiltration Rate(in/hr) A 0.30 — 0.45 B 0.15 — 0.30 C 0 — 0.05 Table 8.7.3 Runoff Curve Numbers(Average Watershed Condition,h=0.2S) Curve Numbers for Hydrologic Soil Group Land Use Description AB CD Fully developed urban areas'(vegetation established) Lawns,open spaces,parks,golf courses,cemeteries,etc. Good condition;grass cover on 75%or more of the area 39 61 74 80 Fair condition;grass cover on 50%to 75%of the area 49 69 79 84 Poor condition;grass cover on 50%or less of 68 79 86 89 B-SO I LS Paved parking lots,roofs,drivewa - 98 98 98 98 GRASS Streets and roads curbs and storm sewers 98 98 98 98 Gravel 76 85 89 91 Dirt 72 82 87 89 Paved with open ditches 83 89 92 93 Average%imperviousb Commercial and business areas 85 89 92 94 95 Industrial districts 72 81 88 91 93 Row houses,town houses,and residential 65 77 85 90 92 with lot sizes 1/8 acre or less Residential: average lot size 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acre 12 46 65 77 82 Developing urban areas`(no vegetation established) Newly graded area 77 86 91 94 Cover Hydrologic Land Use 'Treatment of Practice Conditiond Cultivated agricultural land Fallow Straight row 77 86 91 94 oil type and Conservation tillage Poor 76 85 90 93 Conservation tillage Good 74 83 88 90 Row crops Straight row Poor 72 81 88 91 Straight row Good 67 78 85 89 usually Conservation tillage Poor 71 80 87 90 Conservation tillage Good 64 75 82 85 • saline so 266 Chapter 8 Surface Runoff 1 . I Table 8.7.3 Runoff Curve Numbers(continued) Curve Num, `, Cover Hydroloo;.Soil r Hydrologic Land Use Treatment of Practice Condition' A 4 c Contoured Poor 70 79 84 Contoured Good 65 75 82 Contoured and conservation Poor 69 78 83 -: tillage Good 64 74 g1 Contoured and terraces Poor 66 74 80 ;,. Contoured and terraces Good 62 71 78 81, Contoured and terraces Poor 65 73 79 ,,, and conservation tillage Good 61 70 77 , Small grain Straight row Poor 65 76 84 s;y Straight row Good 63 75 83 87 Conservation tillage Poor 64 75 83 86 Conservation tillage Good 60 72 80 84 Contoured Poor 63 74 82 85 Contoured Good 61 73 81 84 Contoured and conservation Poor 62 73 81 84 tillage Good 60 72 80 83 # Contoured and terraces Poor 61 72 79 82 Contoured and terraces Good 59 70 78 81 Contoured and terraces Poor 60 71 78 81 and conservation tillage Good 58 69 77 80 Close-seeded Straight row Poor 66 77 85 89 legumes or Straight row Good 58 72 81 85 rotation meadowe Contoured Poor 64 75 83 85 Contoured Good 55 69 78 83 Contoured and terraces Poor 63 73 80 83 Contoured and terraces Good 51 67 76 80 Noncultivated agricultural land Pasture or range No mechanical treatment Poor 68 79 86 89 No mechanical treatment Fair 49 69 79 84 No mechanical treatment Good 39 61 74 80 1 FOREST/ Contoured Poor 47 67 81 88 BRUSH Contoured Fair 25 59 75 83 Contoured Good 6 35 70 79 B-SOILS Meadow — 30 58 71 78 Forestland—grass or Poor 55 73 82 86 orchards—evergreen or Fair 44 65 76 82 8.7.3 Cur t deciduous Good 32 58 72 79 } Brush Poor 48 67 77 83 Good 20 48 65 73 , Woods 45 66 77 83 Fair 36 60 73 79 Good 2 70 77 Farmsteads — 59 74 82 86 Forest-range " Herbaceous Poor 79 86 92 Fair 71 80 89 Good 61 74 84 NORTH AMERICAN GREEN® EROSION CONTROL Products Guaranteed SOLUTIONS A tensar Company PRODUCT APPLICATION GUIDE Temporary Protection Permissible Shear Stress, Max.Flow FHWA Typical Bare Soil Velocity FP-03 ECTC Product Product Description Longevity Applications lbs./ft.'(Pascal) his(m/s) Category Category Typical Projects S75 1.50-lb.photodegradable 12 months 4:1 to 3:1 slopes 1.55(74) 5.00(1.52) Type 2.0 Type 2.0 Highways,mines,pipeline, polypropylene top net Low-flow channels woodlands,golf courses, 100%straw fiber matrix residential lawns, landfill caps DS75 1.50-lb.accelerated 45 days photodegradable polypropylene top net 100%straw fiber matrix o S150 1.50-lb.photodegradable 12 months 3:1 to 2:1 slopes 1.75(84) 6.00(1.83) Type 2.D Type 2.D y polypropylene top and bottom nets Medium-flow 100%straw fiber matrix channels DS150 1.50-lb.accelerated 60 days photodegradable polypropylene top and bottom nets 100%straw fiber matrix C125 3.0-lb.UV-stable polypropylene 36 months 1:1&greater 2.25(108) 10.00(3.05) Type 4 Type 4 Landfill caps, top and bottom nets slopes drainage ditches, 100%coconut fiber matrix High-flow stream bank restoration, channels steep slopes Stream banks a SC150 3.0-lb.UV-stable polypropylene 24 months 2:1 to 1:1 slopes 2.00(96) 8.00(2.44) Type 3.B Type 3.B Steeper slopes,landfills, top net Medium-flow moderate drainage swales X W 70%straw/30%coconut fiber channels matrix 1.50-lb.photodegradable polypropylene bottom net C125BN 9.30-lb.leno-woven biodegradable 24 months 1:1&greater 2.35(112) 10.00(3.05) Type 4 Type 4 Wetland mitigation, jute top net slopes bioengineering,shaded 100%coconut fiber matrix High-flow areas,environmentally m 7.70-lb.woven biodegradable jute channels sensitive sites bottom net Shorelines o SC150BN 9.30-lb.leno-woven biodegradable 18 months 2:1 to 1:1 slopes 2.10(100) 8.00(2.44) Type 3.B Type 3.B jute top net Medium-flow 70%straw/30%coconut fiber channels matrix 7.70-lb.woven biodegradable jute bottom net S75BN 9.30-lb.leno-woven biodegradable 12 months 4:1 to 3:1 slopes 1.60(76) 5.00(1.52) Type 2.0 Type 2.0 jute top net Low-flow channels 100%straw fiber matrix S150BN 9.30-lb.leno-woven biodegradable 12 months 3:1 to 2:1 slopes 1.85(88) 6.00(1.83) Type 2.D Type 2.D jute top net Medium-flow 100%straw fiber matrix channels 7.70-lb.woven biodegradable jute bottom net Note:These guides are for general purposes only.Actual project design and product selection should be developed using North American Green ECMDS®software,available at www.nagreen.com. North American Green I P.O.Box 66 I Evansville,IN 47618-9989 I Phone(812)867-6632 I Toll-Free Phone(800)772-2040 I Fax(812)867-0247 I customerservice@nagreen.com I www.nagreen.com ©2009 North American Green ill NORTH AMERICAN GREEN' EROSION CONTROL Products Guaranteed SOLUTIONS to A tensar Company PRODUCT APPLICATION GUIDE Permanent Protection ' Limiting Shear Stress Flow Duration lbs./ft.2(Pascal) Permissible Velocity Bare Soil Vegetated ft./s(m/s) FHWA Product Typical g FP-03 ECTC Product Description Applications 0.5 hrs 50 hrs 0.5 hrs 50 hrs Unvegetated Vegetated Category Category Typical Projects P300 5.0-lb.UV-stable 1:1&greater 3.0 2.0 8.0 8.0 9.0(2.7) 16.0(4.9) Type 5.A Type 5.A Roadside ditches, polypropylene slopes (144) (98) (384) (384) and B and B stream banks, top net Medium-to high- shorelines, d 100% flow channels steep slopes W polypropylene fiber Stream banks E matrix d Shorelines 3.0-lb.UV-stable polypropylene bottom net SC250 5.0-lb.UV-stable 1:1&greater 3.0 2.5 10.0 8.0 9.5(2.9) 15.0(4.6) Type 5.A, Type 5.A, Roadside ditches, polypropylene top slopes (144) (120) (480) (383) B,and C B,and C golf course swales, and bottom nets Medium-to high steep slopes, 24.0-lb.UV-stable flow channels stream banks polypropylene Stream banks corrugated center y net Ca 70%straw/30% E. coconut fiber E matrix e w C350 8.0-lb.UV-stable 1:1&greater 3.2 3.0 12.0 10.0 10.5(3.2) 20.0(6.0) Type 5.A, Type 5.A, Severe slopes, d polypropylene top slopes (153) (144) (576) (480) B,and C B,and C drainage areas, _ and bottom nets high-flow areas, High-flow channels stream banks, '5 24.0-lb.UV-stable Shorelines d polypropylene shorelines o corrugated center E net 0 cu 100%coconut = fiber matrix d c 2 a P550 24.0-lb.UV-stable 1:1&greater 4.0 3.25 14.0 12.0 12.5(3.8) 25.0(7.6) Type 5.A, Type 5.A, Severe slopes, ® polypropylene top slopes (191) (156) (672) (576) B,and C B,and C spillways,swales, and bottom nets Extreme,high flow high-flow areas, 24.0-lb.UV-stable channels shorelines polypropylene Shorelines corrugated center net I 100% polypropylene fiber rix I, II ■ Note:These guides are for general purposes only.Actual project design and product selection should be developed using North American Green ECMDS®software,available at www.nagreen.com. North American Green I P.O.Box 66 I Evansville,IN 47618-9989 I Phone(812)867-6632 I Toll-Free Phone(800)772-2040 I Fax(812)867-0247 I customerservice@nagreen.com I www.nagreen.com ©2009 North American Green