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Home My WebLink AboutSW6240204_Stormwater Report_20240226 , .......4 ilia 0 0 1101 .r R . .11111111. li r - �- - '" j f- �� , '_` _ - _ `=- ` ` mod` IS .**.N.N............N.::,illr at, A — STORMWATER IMPACT ANALYSIS SITE PLAN SUBMITTAL HOKE COUNTY, NORTH CAROLINA DOLLAR GENERAL MARKET/ZBG23004/ FEBRUARY 2024 i1 " MCAJDAMS DOLLAR GENERAL MARKET RAEFORD, NORTH CAROLINA HOKE COUNTY STORMWATER IMPACT ANALYSIS CONSTRUCTION DRAWINGS PROJECT NUMBER: ZBG23004 DESIGNED BY: ROBERT WINGATE, PE RYAN BRADY, El RICKY WILLIAMS, El DATE: FEBRUARY 2024 1 1 MCADAMS 621 HILLSBOROUGH STREET, SUITE 500 `\.\_AN CARS. 4 FESS/o •. RALEIGH, NORTH CAROLINA 27603 ..q- ti-7% NC Llc. # C-0293 = SEAL 050 26 QNE. `�Nc �`• A-- LNG 2024.02.14 15:52:17-05'00' �� MCADAMS NARRATIVE > ZBG23004 DOLLAR GENERAL MARKET Storm water Impact Analysis SITE HISTORY& PROJECT DESCRIPTION The proposed development is located on the north side of Rockfish Road between Lockhaven Lane and Pittman Grove Church Road in Raeford, NC. Development on this 6.72-acre site will consist of a 2.21-acre subdivision with a commercial retail building with associated utility, parking,stormwater control, and other associated infrastructure. One stormwater control measure (SCM) is proposed with this project. The proposed development is located within the Upper Cape Fear River basin, with stormwater runoff draining into Puppy Creek. According to the N.C. Division of Water Quality Basin Wide Information Management System (BIMS), Puppy Creek [Stream Index#18-31-19] is classified as 'C' at this location. Per Hoke County regulations, stormwater management on this site shall meet the stormwater management performance standards for development set forth in the NCDEQ Stormwater Design Manual Part C: Minimum Design Criteria and Recommendations for Stormwater Control. PROPOSED STORMWATER MANAGEMENT North Carolina DEQStormwater Rules and Regulations (15A NCAC 02H .1017 Post-Construction Practices) • High Density Option: A project that is not located within any of the coastal counties is a high density project if it contains more than 24 percent built-upon area or more than two dwelling units per acre. High density projects must use structural stormwater management systems that will control and treat runoff from the first one inch of rain. The structural stormwater management system must also meet the following design standards: o Draw down the treatment volume no faster than 48 hours, but no slower than 120hours. o Discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for the one-year, 24-hour storm. o Remove an 85 percent average annual amount of Total Suspended Solids. CALCULATION METHODOLOGY • Rainfall data for the 10-year and 100-year storm (24-hr duration) events were taken NOAA Atlas 14 Point Precipitation Depth Estimates for North Carolina. These rainfall depths were input into the meteorological model within Hydraflow Hydrographs v. 2023 using a Type II rainfall with a 1.0-minute time interval. Please reference the precipitation information section within this report for additional information. • A composite runoff coefficient was calculated for each sub-basin, in both pre- and post-development conditions, using typical CN values for the different land cover conditions. On-site land cover conditions for the pre-development scenario were taken from the ALTA/NSPS Land Title Survey for 4991 Rockfish Rd, performed by Bateman Civil Survey Company in April 2023. Land cover conditions for the on-site, post-development scenario were taken from the proposed development plan. • Times of concentrations were calculated using TR-55 (Segmental Approach, 1986). The Tc flow paths were divided into three segments: overland flow, concentrated flow, and channel/pipe flow. For each flow path, the travel time was computed for each segment, and the overall time of concentration was determined by taking the sum of each segmental time. If the time of concentration calculated was less than 5 minutes, a Tc of 5 minute was used for the storm calculations. creating experiences through experience 621 Hillsborough Street,Suite 500,Raleigh NC 27603/919.361.5000 �J MCADAMS NARRATIVE > ZBG23004 ■ Hydraflow Hydrographs Extension for Autodesk Civil 3D, Version 2023, by Autodesk was used to generate pre- and post-development peak flow rates for each point of analysis. ■ Using WebSoil Survey,the on-site soils were determined to be from hydrologic soil group (HSG) 'A' soils. ■ Existing topographic information used in this analysis is from the ALTA/NSPS Land Title Survey as well as North Carolina's Spatial Data Download. ■ The storm water network was analyzed for the 10-year and 100-year storm event using a starting time of concentration of 5 minutes. DISCUSSION OF RESULTS Water Quality Requirements To meet the above Hoke County& NCDEQ requirements, a sand filter is proposed.The filter has been sized to control and treat runoff from the first one inch of rain (first flush). Attached routing indicated that there is increase in post construction discharge for the 10-year storm at the point of analysis(POA).The roof and parking lot runoff will drain to and be treated by the sand filter. A small portion of the driveway connections to the existing street will flow into the right-of-way. An exhibit has been included indicating project area, drainage areas, and impervious surfaces as shown within the application and supplements. Please refer to the detailed hydrology calculations for additional information. It has been determined that this development does not increase flooding impacts to structures on properties upstream and downstream of the site during a 100-year flood event. LIMITATIONS If the development on this tract is built as proposed within this report,then the requirements set forth in Hoke County regulations will be met without additional stormwater management facilities. However, modifications to the proposed development may require that this analysis be revised.Some modifications that would require this analysis to be revised include: 1. The proposed site impervious surface exceeds the amount accounted for in this report. 2. The post-development watershed breaks change significantly from those used to prepare this report. The above modifications may result in the assumptions within this report becoming invalid.The computations within this report will need to be revisited if any of the above conditions become apparent as development of the proposed site moves forward. creating experiences through experience 2 of 2 1 MISCELLANEOUS SITE INFORMATION 2 IDF CURVES AND REPORT 3 HYDROLOGIC CALCULATIONS 4 DRAINAGE AREA MAPS 5 STORMWATER CONTROL MEASURE DESIGN CALCULATIONS MISCELLANEOUS SITE INFORMATION Dollar General Market—Raeford, NC ZBG23004 • ,1 , • ♦ V 4 LAitimp IN r 4 - 174- - . . . . ..• - e.,,, -7,* -, , •,,-„,..i Arp . , -1141:4„:: 111.6:.7 rI-cte'41 - � .....40\or • " . --I . .___, • r t . I a t Hi%�90 1 iI t L. v• i jets' z >4. . , . r ,,• SITE A � cwtp '� r . • Q dr 3 �I . v7,1 iit,Ors Or • ti $ • .. :.ROCk fiI'Rd�" - � ,0. .41114.....i :� Sigh r • ' 1 i 1. ; � r " --� 111 ii_•.. al No.. '-'4111111- • Hampton V . t_�! I', • .7"' Ir . _ re-3 I it" / III a , , - CD .r-i-zsAk. in Mk . (--it DOLLAR GENERALla SITE AERIAL MAP GRAPHIC SCALE 4991 ROCKFISH ROAD - RAEFORD, NC 0 250 500 1000 HOI<E COUNTY l inch=500 ft. PROJECT#: ZBG23004 MCADAMS 1 eseerL --1:"1.%9% . NINIL ) I 1 IV. . 711. ::: . 6a1 I � aL- 4L.. �� I 'N. ... / I I I 11111 klkirk . Li. :: II 41,6 -"Li- 4 1 fmj,kill \\ ...., ' ' .7.,...\\\ -rr I hl , R �— ' �1•� I1 F-ert-Fie n ,.n . -416 ice, 1 ��,I, e- -__ 0.11611.Y.Z... 'I ) / Iii • ref 1 ' A1 - t1�� — ~'=ti-_ cf. lq ..„,..„., ,. .. - - '. ........---fiffr. ....--..,44.....-- .. . II Iy ,••'...,:;.-'--11/1 4.. ... .. • -- _ 111 1..6.1 ... ."Iller.) s '-_) • SITE ,,•, - _- _- .1%-. _.i.=,... •7_, ...,.....-- _ --- 1•--.. - /if I i=i__.....7_, .. __ .0.- __ %. it - . .i. . j _ s. $i - tea _= • .f ) ---: r'+ I:1 I r 1 1 1• • E (NI N r r 1� _rr lit � � - s.`ti % tit r ,� Y- ,�'•' 1 ! • S N. — ,. r II I �.. rrrr j .rr 1�; • % r��' `-L11 ii �i nee i:-�.fir r I t _ - i� _,�— • r r r `�`' ,� 11 r._ 1 fir —� r I. Jo, I il 601 E R 5 ReiC) ', ---611 ) - -1A1 Ski %1L g% //I II ) \II 4%.::: :.:•• \ \''..1-./_ i 01"\-\:ii II I I ilyi;rnii -.1 1 a...'"' (:). \\.1/41\ I) I •.. -v /3 y , I I i ti. -'_ I I ' I 1 ; I, ii--__ _-- r-11,_._ __ _,L 101:- % \..."...,...,.....„,..,,$) -- ---=--- ., �'� - pi_ 1. I. I I #1 ` I 1 � •''. ..,, l<Fr jerif I 4.r DOLLAR GENERAL USGS TOPO MAPal \ GRAPHIC SCALE 4991 ROCKFISH ROAD - RAEFORD, NC o 250 500 1000 HOKE COUNTY MCADAMS 1 inch=500 ft. PROJECT#: ZBG23004 1960000 FEET 1970000 FEET 460000 FEET 79.8'0"W 79.7'30"W 79.7'0"W 79.6'30"W 460000 FEET 1 t I , + , , 6.:,...„\ ( . ‘••'''• „. . , _____c 0 ..., ,. , , )2 � `.� s`'• .r) ZZ2463 t ) • ? 'it ii4,.,:s ''' • . .„, t, 1 Y^. A �i+ .a: ,,' • h'istko, �� a , 35°03o N •t��cG/.�� f 1 P�Y_ JJ ., �•, %°0'30"N pnpPY _ ;k'y R '• S I i •, _ s iii 4 . , , . .r , , . . , .. , .. . . ..... , . ___, - _., . . . . \ i iJ 7 i 9 r .ors '_� ,®,� e w . • ,. `,t �� t. � �� I ,ro g, +�. Trt• `�` I,. HOKECOUNTY • "401 _ .' :�,.y.¢ I '� �i UNINCORPORATED AREAS• _ 4 4 Ed E p 4 - �/ 370397 . 4. :1`t i6 f y ,'l► tine, !k / s a w t 5L tYa .( �_ '.. ' 35°0'0"N r 1 ( p..�'-- ' ' -F( R " tr Mn rna e t 500N t kr'i�+ a _ • ` "" is; a ,,, 4 e~ * 1P 11 �• f / ."t: �At xV -,it' rY • * /S I,#� ,� isSaal6 amRa .• *14, l� +t `ram /�� 'J .''" # 4 a� _ Tsai �- ( ^+nog ' 7`-— —� `� / °j � IY�'' re•.. ,t a :tr tlrl + : arvanston•,Pd" Stt der Or • i~ al R Sty • ♦ o a,_' :ice ; I' 1 A:v , � / 4110 • • -� , ° a<n fit A, >,. r'..,,a I )ram ., \:- en �- a°` � + V Ilk , r' • ..iat'-''''---- ' 4ibi 4- .,. - in' f.• �, :' -s.J "'.-75-ram!? 34°5930 N - _al m: i11 -4 11. P r-II-• yr •\ k 11m r91• i .k + as°59'ao••N >ra:. '� rS. !� yGraannger Rtl .. pp y ..} , + d.0 E ® tl v L*6: S R tIY4Stl • / ..f 111 �„ d�•- B�l �M o �o p rlr `i • ` err �, r C ITE - • Y It i•It r * -- 14'd, fir \ R ,a ,yp� 0 !•, • rG , ,' , #t� + � M :* 'V Ywav ,' ., r 9 fits(' 101 - �' 4.-.r y. e1;* sR rp, � t *' o. 5 A tm �. •- 71 .i 1 sue' - ,- . �-t —& N M eNY.I Nava q 4 1a C"j°' c •�L^ \\ I0f., .,,C:_" Hampton r co r . * tat '"\ _}, \f A v r •.i i 1.stit .a starilit {{ I lr 4 i+1 ' ,'t / t e i .9 far t 41 . RN 1 A Q �1 .`r e y 450000 FEET ,ONE E LY'9 - 10 * ... • _ 450000 FEET 79°8'0"W 79°7'30"W 7970"W 79°6'30"W 1960000 FEET 1970000 FEET 3r,, NORTH CAROI.IN.I ' - .:crating Technical State This digital Flood Insurance Rate Map(FIRM)was produced through a unique cooperative partnership between the State of North Carolina and the Federal Emergency Management Agency(FEMA). The State of North Carolina has implemented a long term approach to floodplain management to decrease the costs associated with flooding.This is demonstrated by the States commitment to map flood hazard areas at the local level.Asa part of this effort,the State of North Carolina has joined in a Cooperating Technical State agreement with FEMA to produce and maintain this digital FIRM. FLOOD HAZARD INFORMATION NOTES TO USERS SCALE NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP For information and questions about this map,available products associated with this FIRM including Map Projection: E NATIONAL FLOOD INSURANCE PROGRAM historic versions of this FIRM,how to order products or the National Flood Insurance Program in general, ) ( 3200) OOD INSURANCE RATE MAP THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING e North Carolina State Plane Projection Feet Zone please call the FEMA Map Information rna eXchange at accompanying Flood (1-ell-336-2627)orvisit the FEMA Map Datum.NAD 1983 Horizontal NAVD 1988 VerticalCfa DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT Service Centerwebsiteathtta/msafema.gov.An accompanying FloodInsuanceStudy report,Letter ofMap ) Revision(LOMR)or Letter of Map Amendment(LOMA)revising portions of this panel,and digital versions of this HTTP://FRIS.NC.GOV/FRIS FIRM may be available.Visit the North Carolina Floodplain Mapping Program websileat hllp:lwww.ncfloodmaps.com bA NORTH CAROLINA TOT"-or contact the FEMA Map Service Center. 1 Inch=500 feet 1:6,000O aWithout Base Flood Elevation/BFE�1 ;'/l `/ Communities annexing land on adjacent FIRM panels must obtain a curent copy of the adjacent panel as well as CD =Zone A,V,A99 the current FIRM Index.These may be ordered directly from the Map Service Center at the number listed above. D 25U 5UU 1,000 PANEL 9465 With BFE Of Depth Zone AE,AO,AH,VE,AR Feet 4F For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction. Meters w SPECIAL FLOOD .,, Regulatory Floodway To determine if flood insurance is available in the community,contact your Insurance agent or call the National 0 75 150 300 r f FE MA HAZARD AREAS Flood Insurance Program at 1-800-638-6620. IL_I�__J1 0.2%Annual Chance Flood Hazard,Areas Base map information shown on this FIRM was prodded in digital format by the North Carolina Floodplain Mapping Program(NCFMP).The source of this information can be determined from the metadata available in the PANEL LOCATOR Panel Contains: of 1%Annual Chance Flood with Average digital FLOOD database and in the Technical Support Data Notebook(TSDN). Depth Less Than One Foot or With Drainage ACCREDITED LEVEE NOTES TO USERS:If an accredited levee note appears en this panel check with your local L COMMUNITY CID PANEL SUFFIX Areas of Less Than One Square Mile Lone x communi to obtain more info oration,such as he¢slime ed level of protec on provided(which may exceed the (l emu) HOKE COUNTY 370397 9465 J 1-Percent-annual-chance level)and Emergency Action Plan,on the levee syslem(s)shown as Providing Protection. \`, HARNETT COUNTY _--' 1 V/ Future Conditions 1%Annual To mitigate flood risk in residual ask areas,property owners and residents are encouraged to consider flood insurance and floodprooflng or other protective measures.For more information on flood insurance,interested t- _ Chance Flood Hazard zone X parties should visit the FEMA Website et http:/lwww fema.gov/businesslnrp(ndex.shtm. iti lsea OTHER AREAS OF l""9502 Area with Reduced Flood Risk due to Levee PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS:If a Provisionally A retlited Levee(PAL)note MOORE COUNTY II FLOOD HAZARD appears on this panel,check with your local community to obtain more information,such as the estimated level of fsr. , CDSee soles zone x protection provided(which may exceed the 1-percent-annual-chance level)and Emergency Action Plan,on he ��® OTHER m levee system(s)shown as providing protection.To maintain accreditation,the levee owner or community is 9 60 Areas Determined to be Outside the required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations. 9540 9550 Q AREAS 0.2%Annual Chance Floodplain zone X If the community or owner does not provide the necessary data and documentation or if the data and documentation provided Indicates the levee system does not comply with Section 65.10 requirements,FEMA will revise the flood �, 1 111 Channel,Culvert,or Storm Sewer hazard and risk information for this area to reflect de-accreditation of the levee system.To mitigate flood risk in ®1®®®® li residual risk areas,property owners and residents are encouraged to consider flood insurance and floodprooflng Accredited or Provisionally Accredited or other protective measures.For more information on flood insurance,interested parkas should visit the FEMA Website at http:I/www.fema. ACTION ln O USE. CCS �4 1111111101010101011 GENERAL Levee,Dike,or Floodwall LIMIT OF MODERATE WAVE ACTION NOTES TO USERS:For some coastal floodingthe AE Zone /zones 8466 STRUCTURES III I I Non-accredited Levee,Dike,or Floodwall category has been divided by a Limit of ace.ModerateT Wave Action(LiMWA).The between the presen the approximate _ ®®®®® - O landward limit of the 1.5-foot breaking wave.The effects of wave hazards between the VE Zone and the LIMWA BM5510x North Carolina Geodetic Survey bench mark (erbetween the eheretneand the LlMWA for areas where VE Zones are not Identified)will be similar to,but less • uses than those In the VE Zone. �/ ` �00�,'�913 }+ BM5510® National Geodetic Survey bench mark Cfa ea Limit of Moderate Wave Action(LiMWA) „ BM551o® Contractor Est.NCFMP Survey bench mark ®� � � z 2 8r2—Cross Sections with 1%Annual Chance COASTAL BARRIER RESOURCES SYSTEM(CBRS)NOTE 9483 Water Surface Elevation BEEn This map may include approximate boundaries of the CBRS for informational purposes only.Flood insurancehederisnot 11111:11111:1121 �® \\ ( `/ available within CBRS areas for structures that are newly built or substantially improved on or after the ) indicated on the map.For more information see http://www.fwegov/habitatconsentation/coastal barier.html,the aQ Coastal Transect FIS Report,or ta�llyythe U.S.Fish and Wildlife Service Customer Service Center at 1-800-344-WILD. SCOTLAND COUNTY co®®®®® — — -Coastal Transect Baseline \��\y CBRS Area , .‘`/j Otherwise Protected Area Profile Baseline •_®®®� a5TA1[, Hydrographic Feature VillIMENI ROBESONCOUNTY ,lniiiiis MAP NUMBER 5 r '••: 3710946500J OTHER Limit of Study '$. FEATURES •ono,,,,,,,e• MAP REVISED Jurisdiction Boundary 10/17/06 NOAA Atlas 14,Volume 2,Version 3 ""`°` ' Location name: Raeford, North Carolina, USA* .. '" � g Latitude: 34.9904°, Longitude: -79.1069° ibk none itiit le/ Elevation:232 ft** *source:ESRI Maps `, yr **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 0.435 0.513 I 0.599 0.664 0.741 0.797 0.851 0.901 I 0.964 1.01 (0.396-0.482) (0.467-0.569) (0.544-0.664) (0.601-0.733) (0.668-0.817) (0.717-0.877) (0.761-0.935) (0.802-0.990) (0.851-1.06) (0.888-1.11) 10-min 0.695 0.821 0.960 1.06 I 1.18 1.27 1.35 1.43 1.52 1.59 (0.632-0.769) (0.747-0.909)1 (0.871-1.06) (0.962-1.17)1 (1.06-1.30) (1.14-1.40) (1.21-1.49) (1.27-1.57) I (1.35-1.67) (1.40-1.75) 15-min 0.869 1.03 1.21 1.34 1.50 1.61 1.71 1.80 1.92 2.00 (0.790-0.962) (0.939-1.14) (1.10-1.34) (1.22-1.48) (1.35-1.65) (1.45-1.77) 1 (1.53-1.88) (1.60-1.98) (1.69-2.11) (1.76-2.20) 30-min 1.19 1.43 1.72 1.95 2.22 2.42 2.62 2.81 3.05 3.24 (1.08-1.32) (1.30-1.58) (1.57-1.91) (1.76-2.15) (2.00-2.44) (2.18-2.66) (2.34-2.88) (2.50-3.08) (2.70-3.35) (2.84-3.56) 60-min 1.48 1.79 2.21 2.53 2.95 3.28 3.61 3.94 4.38 4.73 (1.35-1.64) _(1.63-1.98) (2.01-2.45) (2.30-2.80) (2.66-3.25) (2.95-3.61) 1 (3.23-3.96) (3.50-4.32) (3.87-4.81) (4.15-5.20) 2-hr 1.73 2.09 2.64 3.05 3.61 4.06 I 4.51 4.98 5.61 6.11 (1.56-1.95) (1.89-2.36) (2.37-2.96) (2.74-3.43) (3.22-4.06) (3.61-4.55) (3.98-5.06) (4.37-5.57) (4.87-6.28) (5.26-6.84) 3-hr 1.83 2.22 2.80 3.27 3.92 4.45 5.00 5.58 6.40 7.06 (1.65-2.07) (2.00-2.51) (2.52-3.16) (2.93-3.68) (3.48-4.40) (3.93-5.00) (4.39-5.61) (4.86-6.26) (5.51-7.17) (6.02-7.91) 6-hr 2.19 2.65 3.35 3.91 4.70 5.36 6.04 6.77 7.80 8.64 (1.98-2.44)_ (2.40-2.96) (3.02-3.73) (3.52-4.36) (4.20-5.22) (4.75-5.94) (5.32-6.69) (5.90-7.47) (6.71-8.61) (7.35-9.53) 12-hr 2.58 3.12 I 3.97 4.66 I 5.64 6.46 7.33 8.27 9.62 10.7 (2.33-2.88) (2.82-3.49) (3.57-4.43) (4.18-5.20) (5.02-6.26) (5.71-7.16) (6.41-8.11) (7.16-9.13) (8.20-10.6) (9.03-11.8) 24-hr 3.03 3.68 4.67 5.46 6.54 7.42 8.33 9.28 10.6 I 11.6 (2.82-3.28) (3.41-3.97) (4.33-5.04) (5.04-5.88) (6.03-7.06) (6.81-8.00) (7.62-8.98) (8.46-9.99) (9.60-11.4) (10.5-12.5) 3.52 4.25 5.36 6.23 7.44 8.42 9.42 10.5 11.9 13.0 2-day (3.28-3.79) (3.96-4.57) (4.98-5.76) (5.78-6.69) (6.87-7.99) (7.75-9.04) (8.64-10.1) (9.56-11.2) (10.8-12.8) (11.8-14.0) 3-day 3.74 4.51 5.65 6.55 7.80 I 8.79 9.83 10.9 12.4 13.5 (3.50-4.01) (4.22-4.83) (5.26-6.05) (6.09-7.01) (7.22-8.34) (8.12-9.41) (9.04-10.5) (9.99-11.7) (11.3-13.3) (12.3-14.5) 4-day 1 3.96 4.77 5.94 6.87 8.15 9.17 10.2 11.3 12.8 14.0 (3.72-4.23) (4.47-5.09) (5.55-6.34) (6.41-7.32) (7.58-8.69) (8.50-9.78) , (9.45-10.9) (10.4-12.1) (11.7-13.7) (12.8-15.0) 7-day 4.60 5.51 6.78 7.79 9.17 10.3 11.4 12.6 14.2 15.4 (4.31-4.92) (5.16-5.89) (6.33-7.26) (7.26-8.33) (8.52-9.80) (9.52-11.0) (10.5-12.2) (11.6-13.5) (13.0-15.2) (14.1-16.6) 10-day 5.28 6.30 7.63 8.67 10.1 11.2 12.3 13.4 15.0 16.2 (4.97-5.61) (5.92-6.70) I (7.16-8.10) (8.13-9.20) (9.42-10.7) (10.4-11.9) (11.4-13.1) (12.4-14.3) (13.8-15.9) (14.9-17.2) 20-day 7.12 8.44 10.1 11.3 13.0 14.4 15.7 17.1 18.9 20.4 (6.72-7.56) (7.96-8.96) (9.47-10.7) (10.6-12.0) 1 (12.2-13.8) i (13.4-15.2) 1 (14.7-16.7) (15.9-18.1) (17.5-20.1) (18.8-21.7) 30-day 8.85 10.4 12.2 13.6 15.4 16.8 18.2 19.6 21.4 22.9 (8.38-9.37) (9.88-11.1) (11.6-13.0) (12.8-14.4) (14.5-16.3) (15.8-17.8) (17.1-19.3) (18.3-20.8) (20.0-22.8) (21.2-24.3) 45-day 11.2 13.1 15.2 16.7 18.7 20.2 21.6 23.1 25.0 26.4 (10.6-11.8) (12.5-13.9) (14.3-16.0) (15.8-17.6) (17.6-19.7) (19.0-21.3) (20.3-22.9) (21.7-24.4) (23.4-26.5) (24.6-28.0) 60-day 13.4 15.7 17.9 19.6 21.8 23.4 25.0 26.5 28.6 30.1 (12.7-14.1) (14.9-16.5) (17.0-18.9) (18.6-20.6) (20.6-22.9) (22.1-24.6) I (23.6-26.3) (25.0-28.0) (26.8-30.2) (28.2-31.8) 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 PD5-based depth-duration-frequency (DDF) curves Latitude: 34.9904°, Longitude: -79.1069° 30 - I Average recurrence interval (years) 25 - - t 1 2 a) 20 _ M _ 10 oc 15MIIIIIIIIIIIIP"- "P" -ov I — 25 a10 - � — 100 ` /' 500 a 5 - l — 1000 0 . I c c c c c t- t- " >. >.>. >, >, >. >. >.>. •- .- ._ L L L L L r0 r0 r0 r0 N r0 r0 r0 r0 N f�1 t ry 43 43- 17 -2 -0 -0 -04p I" 4 m S Duration' ry ry 4 ^ .9, N m v O 30 - 25 - -- Duration y 20 - _ a)a 5-inn — 2-day -o c 15 — 10-min — 3-day •}, 15-mm — 4-day ro — 30-min — 7-day •� 10 - — 60-mm — 10 day a — 2-hr — 20-day 5 - `� — 3-hr — 30-day — 6-hr — 45-day 0 - — 12-hr — 60-day I I 1 i 1 i , 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Nov 29 19:14:40 2023 Back to Top Maps & aerials Small scale terrain • • 3km 2mi Large scale terrain Winston-Salem 0 • • Durham Greensboro • Rocky Mount Raleigh • vC'RTH CAROLINA •Greens Charlotte Fayette fle, �(, I Jackson • .I-1 +CAROLINA Wilmington [-JoW 100km 60mi { Large scale map Winston ahem Greensboro Durham Rocky Mount Raleigh North Greenvil if Carolina arlotte ' F etteville Jacksons Wilming n c 100km C�._...._. 60mi Large scale aerial Winston-Salem Greensboro Durham . Rocky Mount Raleigh Gr eenvi North - • Carolina Charlotte • Fayetteville Jackson • wit ngl� • a ••• 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions(&noaa.gov Disclaimer NOAA Atlas 14,Volume 2,Version 3 ""`°` ' Location name: Raeford, North Carolina, USA* - '" � ' hi 0.) Latitude: 34.9904°, Longitude: -79.1069° non' Elevation:232 ft** *source:ESRI Maps `, yr **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 5.22 6.16 7.19 7.97 8.89 9.56 10.2 10.8 11.6 12.1 (4.75-5.78) (5.60-6.83) (6.53-7.97) (7.21-8.80) (8.02-9.80) (8.60-10.5) (9.13-11.2) (9.62-11.9) (10.2-12.7) (10.7-13.3) 10-min 4.17 4.93 5.76 6.37 7.09 7.62 8.11 8.57 9.15 9.56 (3.79-4.61) (4.48-5.45) (5.23-6.38) (5.77-7.03) (6.39-7.81) (6.85-8.38) (7.26-8.92) (7.63-9.41) (8.08-10.0) (8.39-10.5)_ 15-min 3.48 4.13 4.86 5.37 5.99 6.43 6.84 7.21 7.68 8.00 (3.16-3.85) (3.76-4.57) (4.41-5.38) (4.86-5.93) (5.40-6.60) (5.78-7.07) (6.12-7.51) (6.42-7.92) (6.78-8.43) (7.02-8.80) 30-min 2.38 2.85 3.45 3.89 4.44 4.84 5.24 5.61 6.11 6.48 (2.17-2.64) (2.59-3.16) (3.13-3.82) (3.53-4.30) , (4.00-4.89) (4.36-5.33) (4.68-5.75) (5.00-6.16) (5.39-6.71) (5.68-7.12) 60-min 1.48 1.79 2.21 2.53 2.95 3.28 3.61 3.94 4.38 4.73 (1.35-1.64) (1.63-1.98) (2.01-2.45) (2.30-2.80) (2.66-3.25) (2.95-3.61) (3.23-3.96) (3.50-4.32) (3.87-4.81) (4.15-5.20) 2-hr 0.864 1.05 1.32 1.52 1.81 2.03 2.26 2.49 2.80 3.05 (0.778-0.974) (0.943-1.18) (1.18-1.48) (1.37-1.71) (1.61-2.03) (1.80-2.28) (1.99-2.53) (2.18-2.79) (2.44-3.14) (2.63-3.42) 3-hr 0.610 0.738 0.933 1.09 1.30 1.48 1.66 1.86 2.13 2.35 (0.549-0.689) (0.665-0.834) (0.838-1.05) (0.976-1.23) (1.16-1.47) (1.31-1.66)_ (1.46-1.87) (1.62-2.08) (1.84-2.39) (2.00-2.63) 6-hr 0.365 0.442 0.559 0.653 0.785 0.894 1.01 1.13 1.30 1.44 (0.329-0.408) (0.399-0.493) (0.504-0.622) (0.587-0.727) (0.701-0.872) (0.793-0.991) (0.887-1.12) (0.985-1.25) (1.12-1.44) (1.23-1.59) 12-hr 0.213 0.259 0.329 0.387 0.468 0.536 0.608 0.686 0.798 0.890 (0.193-0.239) (0.233-0.289) (0.296-0.367) (0.346-0.431) (0.416-0.519) (0.473-0.594) (0.532-0.672) (0.593-0.757) (0.680-0.881) (0.749-0.981)I 24-hr 0.126 0.153 0.194 0.227 0.272 0.309 0.347 1 0.386 0.440 0.483 (0.117-0.136) (0.142-0.165) (0.180-0.209) (0.210-0.245) (0.251-0.294) (0.283-0.333) (0.317-0.374) (0.352-0.416) (0.400-0.475) (0.437-0.522) 2-day 0.073 0.088 0.111 0.129 0.155 0.175 0.196 0.217 0.247 ' 0.271 (0.068-0.078) (0.082-0.095) (0.103-0.119) (0.120-0.139) (0.143-0.166) (0.161-0.188) (0.180-0.210) (0.199-0.234) (0.225-0.266) (0.245-0.292) 3-day 0.051 0.062 0.078 0.090 0.108 0.122 0.136 0.151 0.171 0.187 (0.048-0.055) (0.058-0.067) (0.073-0.083) (0.084-0.097) (0.100-0.115) (0.112-0.130) (0.125-0.146) (0.138-0.162) (0.156-0.184)I(0.170-0.201) 4-day 0.041 0.049 0.061 0.071 0.084 0.095 0.106 0.117 0.133 0.145 (0.038-0.044) (0.046-0.053) (0.057-0.066) (0.066-0.076) (0.078-0.090) (0.088-0.101) (0.098-0.113) (0.108-0.125) (0.122-0.142) (0.133-0.156) 7-day 0.027 0.032 0.040 0.046 0.054 0.061 0.067 I 0.074 0.084 0.091 (0.025-0.029) (0.030-0.035) (0.037-0.043) (0.043-0.049) (0.050-0.058) (0.056-0.065) (0.062-0.072))(0.068-0.080) (0.077-0.090) (0.083-0.098) 10-day 0.021 0.026 0.031 0.036 0.041 0.046 0.051 0.055 0.062 0.067 (0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059) (0.057-0.066) (0.061-0.071) 20-day 0.014 0.017 0.020 0.023 0.027 0.029 0.032 0.035 0.039 I 0.042 (0.013-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.025) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.033-0.037) (0.036-0.041)1(0.039-0.045)i 30-day 0.012 0.014 0.016 0.018 0.021 0.023 0.025 0.027 0.029 0.031 (0.011-0.013) (0.013-0.015) (0.016-0.017) (0.017-0.020) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.033) 45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.020 I 0.021 0.023 0.024 (0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021),(0.020-0.022) (0.021-0.024) (0.022-0.025) 60-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.019 0.020 (0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.019-0.022) 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 PDS-based intensity-duration-frequency (IDF) curves Latitude: 34.9904°, Longitude: -79.1069° Average recurrence 101 --- -- -_ interval -~ (years) 10° - \\.71 — s y — 10 — 2s c o — so ;° 10-1 - \ — 100 a ---:. — 200 - 500 — 1000 10-2 - f I I I I I I I I I I •E •E •E •E •� L L L L L t0 t0 CO' �0 N t0 t0 t0 �0 LA P 4' m g Duration N N oh 4 r .°r N m Cr8 101 ____ . -c G Duration 10a t 5- in — 2-day — 10-min — 3-day c 15-min — 4-day •y _�-" _ - - - 30-min — 7-day ;° 10-1 - — 60-min — 10-day ti • L, — 2-hr — 20-day of — 3-hr — 30-day — 6-hr — 45-day 10-2 — 12-hr — 60-day t 1 I I I 1 I — 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Nov 29 19:24:22 2023 Back to Top Maps & aerials Small scale terrain • • 3km 2mi Large scale terrain Winston-Salem 0 • • Durham Greensboro • Rocky Mount Raleigh • vC'RTH CAROLINA •Greens Charlotte Fayette fle, �(, I Jackson • .I-1 +CAROLINA Wilmington [-JoW 100km 60mi { Large scale map Winston ahem Greensboro Durham Rocky Mount Raleigh North Greenvil if Carolina arlotte ' F etteville Jacksons Wilming n c 100km C�._...._. 60mi Large scale aerial Winston-Salem Greensboro Durham . Rocky Mount Raleigh Gr eenvi North - • Carolina Charlotte • Fayetteville Jackson • wit ngl� • a ••• 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions(&noaa.gov Disclaimer USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for \ RCS States Department of Agriculture and other Hoke County Federal agencies, State Natural agencies including the Resources Agricultural Experiment North C a ro I i n a Conservation Stations, and local Service participants w .,. t. .,- - _ . , ... ..... . . / . . . . • • ip - 4 ,li ..„ _ _____ 01. ._ _ ,... , 4 ``` _,r -441111 */406 -__ - ._ r3 a .. .....- ia .. f.l. . _ -_:_*.s , arh. ,... . 1 ,r . "., . :: - -• f 41 I. ( `` % ,t . i .4b.„ . . . , ...,, 4,.. ..., ...,,,,_ . • ._. .141 ,, ,i, ___ - ...4„. - _ , , , ____ _ , A._ - .. . i... . _. ,_ 4 .1•.- ' , 0 400 ft • ■`. November 29, 2023 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report Soil Map a M i0 i0 672590 672640 672690 672740 672790 672840 672890 672940 61299U 34°59'30"N 34°59'3d'N w W.411.7, , 0 C 11(2-" ' \,, , • .r 04- .'"•- j r 8 �4 s i a �, . •ill ..fir ,.- • : - /. p, WaB`_ , 1(5 il a ------, ' * 44.411111 I; ` . ' 1114: • A s'.., I s .- ` RO0ktish R . SooO Gasp nuaS -,:,R, ,,g,daliC7 aid oo i--,aOQ° t ,, • 34°59 20 N II 34°59 20 N 672590 672640 6/cb90 672740 6/2/90 672840 6/G390 672940 6/2990 673040 3 3 N v e Map Scale:1:2,120 if printed on A landscape(11"x 8.5")sheet. Meters o, N 0 30 60 120 180 Feet M100 200 400 600 ap projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soilsit Very Stony Spot 0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot ,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause p Other misunderstandingof the detail of mapping and accuracyof soil p Soil Map Unit Points pp 9 .• Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. -_- Streams and Canals kg Borrow Pit Transportation Please rely on the bar scale on each map sheet for map * clay Spot 1.44 Rails measurements. 0 Closed Depression o,/ Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service .r US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) ® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator • Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more It Mine or Quarry accurate calculations of distance or area are required. 4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as O Perennial Water of the version date(s)listed below. v Rock Outcrop Soil Survey Area: Hoke County,North Carolina + Saline Spot Survey Area Data: Version 21,Sep 13,2023 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. • Sinkhole Date(s)aerial images were photographed: Apr 17,2022—May 31 Slide or Slip 20,2022 oa Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BaD Blaney loamy sand,8 to 15 0.3 1.7% percent slopes LaB Lakeland sand, 1 to 8 percent 11.9 58.3% slopes NoA Norfolk loamy sand,0 to 2 1.1 5.3% percent slopes WaB Wagram loamy sand,0 to 6 7.1 34.8% percent slopes Totals for Area of Interest 20.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. 11 Custom Soil Resource Report 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 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. 12 Custom Soil Resource Report Hoke County, North Carolina BaD—Blaney loamy sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: w75h Elevation: 160 to 660 feet Mean annual precipitation: 38 to 52 inches Mean annual air temperature: 61 to 70 degrees F Frost-free period: 210 to 245 days Farmland classification: Farmland of statewide importance Map Unit Composition Blaney and similar soils: 85 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Blaney Setting Landform: Low hills Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Sandy and loamy marine deposits Typical profile A -0 to 4 inches: loamy sand E-4 to 25 inches: loamy sand Bt- 25 to 62 inches: sandy clay loam C- 62 to 80 inches: loamy coarse sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: F137XY050GA- Loamy Backslope Woodland Hydric soil rating: No 13 Custom Soil Resource Report LaB—Lakeland sand, 1 to 8 percent slopes Map Unit Setting National map unit symbol: w761 Elevation: 160 to 660 feet Mean annual precipitation: 38 to 52 inches Mean annual air temperature: 61 to 70 degrees F Frost-free period: 210 to 245 days Farmland classification: Not prime farmland Map Unit Composition Lakeland and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lakeland Setting Landform: Low hills Landform position (two-dimensional): Summit Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Sandy marine deposits and/or eolian sands Typical profile A -0 to 6 inches: sand Cl - 6 to 48 inches: sand C2-48 to 80 inches: sand Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low(about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: F137XY070SC- Dry Sandy Upland Woodland Hydric soil rating: No 14 Custom Soil Resource Report NoA—Norfolk loamy sand, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2v75w Elevation: 10 to 330 feet Mean annual precipitation: 40 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost-free period: 200 to 280 days Farmland classification: All areas are prime farmland Map Unit Composition Norfolk and similar soils: 83 percent Minor components: 17 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Norfolk Setting Landform: Flats on marine terraces, broad interstream divides on marine terraces Landform position (three-dimensional):Talf Down-slope shape: Convex, linear Across-slope shape: Convex, linear Parent material: Loamy marine deposits Typical profile Ap- 0 to 8 inches: loamy sand E- 8 to 14 inches: loamy sand Bt- 14 to 65 inches: sandy clay loam BC- 65 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained 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:About 40 to 72 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: A Ecological site: F153AY030NC - Dry Loamy Rises and Flats Hydric soil rating: No Minor Components Goldsboro Percent of map unit: 9 percent 15 Custom Soil Resource Report Landform: Broad interstream divides on marine terraces, flats on marine terraces Landform position (three-dimensional):Talf Down-slope shape: Linear Across-slope shape: Linear Ecological site: F153AY040NC - Moist Loamy Rises and Flats Hydric soil rating: No Wag ram Percent of map unit: 8 percent Landform: Ridges on marine terraces, broad interstream divides on marine terraces Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, talf Down-slope shape: Convex Across-slope shape: Convex Ecological site: F153AY030NC - Dry Loamy Rises and Flats Hydric soil rating: No WaB—Wagram loamy sand, 0 to 6 percent slopes Map Unit Setting National map unit symbol: w77w Elevation: 80 to 330 feet Mean annual precipitation: 38 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost-free period: 210 to 265 days Farmland classification: Farmland of statewide importance Map Unit Composition Wagram and similar soils: 90 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wagram Setting Landform: Ridges on marine terraces, broad interstream divides on marine terraces Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest Down-slope shape: Convex Across-slope shape: Convex Parent material: Loamy marine deposits Typical profile Ap- 0 to 8 inches: loamy sand E- 8 to 24 inches: loamy sand Bt- 24 to 75 inches: sandy clay loam BC- 75 to 83 inches: sandy loam 16 Custom Soil Resource Report Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Low 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:About 60 to 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 6.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F153AY030NC - Dry Loamy Rises and Flats Hydric soil rating: No Minor Components Bibb, undrained Percent of map unit: 3 percent Landform: Flood plains Landform position (two-dimensional):Toeslope Down-slope shape: Concave Across-slope shape: Linear Ecological site: F153AY090NC - Flooded Mineral Soil Floodplains and Terraces Hydric soil rating: Yes Johnston, undrained Percent of map unit:2 percent Landform: Flood plains Down-slope shape: Concave Across-slope shape: Linear Ecological site: F153AY090NC - Flooded Mineral Soil Floodplains and Terraces Hydric soil rating: Yes 17 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group 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. 18 Custom Soil Resource Report 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. 19 Custom Soil Resource Report Map—Hydrologic Soil Group a 672590 672640 672690 672740 672790 672840 672890 672940 672990 34°59'30"N - irPIPIMIW -�f - _ 34°59'30"N R - 1 ' , 4 ‘ 1...*AL.,- ..... ........ .. IL _ . r Ii3E'n5) i • R-F: ...,L, I �ti1 . /• ..„ .. _ • wao ____ • LaB E 4 : 406 :: 11 ill *I%\k, • • WaB i M ` ' ,. - g ! R°,.kfi h s Rd P_ , 0., e L —� d ` 34°59'20"N — a '- 34°59'20"N 672590 672640 672690 672740 672790 672840 672890 672940 6/1990 673040 3 3 N v toMap Scale:1:2,120 if printed on A landscape(11"x 8.5")sheet. N Meters 0 30 60 120 180 Feet 0 100 200 400 600 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 20 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) CID 1:24,000. Soils D Soil Rating Polygons Warning:Soil Map may not be valid at this scale. A 0 Not rated or not available Enlargement of maps beyond the scale of mapping can cause I Water Features A/D misunderstanding of the detail of mapping and accuracy of soil 1 Streams and Canals line placement.The maps do not show the small areas of I I B Transportation contrasting soils that could have been shown at a more detailed I B/D scale. 1-FF Rails I C ^,/ Interstate Highways C/D Please rely on the bar scale on each map sheet for map ti US Routes measurements. D Major Roads Not rated or not available Source of Map: Natural Resources Conservation Service Local Roads Web Soil Survey URL: Soil Rating Lines Background Coordinate System: Web Mercator(EPSG:3857) • Ael Aerial Photography Maps from the Web Soil Survey are based on the Web Mercator . • A/D projection,which preserves direction and shape but distorts • B distance and area.A projection that preserves area,such as the Albers equal-area conic projection,should be used if more ....we B/D accurate calculations of distance or area are required. ✓ w c This product is generated from the USDA-NRCS certified data as • r C/D of the version date(s)listed below. . r D Soil Survey Area: Hoke County,North Carolina • Not rated or not available Survey Area Data: Version 21,Sep 13,2023 Soil Rating Points A Soil map units are labeled(as space allows)for map scales 1:50,000 or larger. ▪ A/D ▪ B Date(s)aerial images were photographed: Apr 17,2022—May 20,2022 ▪ B/D The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 21 Custom Soil Resource Report Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI BaD Blaney loamy sand,8 to C 0.3 1.7% 15 percent slopes LaB Lakeland sand, 1 to 8 A 11.9 58.3% percent slopes NoA Norfolk loamy sand,0 to A 1.1 5.3% 2 percent slopes WaB Wagram loamy sand,0 A 7.1 34.8% to 6 percent slopes Totals for Area of Interest 20.4 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff:None Specified Tie-break Rule: Higher 22 IDF CURVES AND REPORT Dollar General Market—Raeford, NC ZBG23004 Storm Sewer IDF Curves IDF file: Raeford.IDF Int. (in/hr) 14.00 14.00 100-Yr 12.00 12.00 50-Yr 10.00 10.00 25-Yr 8.00 8.00 10-Yr 6.00 , ` I I I i„„„„„„,....... 6.00 5-Yr 4.00 4.00 2-Yr 2.00 2.00 0.00 • 0.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Storm Sewers Hydraflow IDF Report Page 1of1 Return Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 54.5708 10.1000 0.8041 3 0.0000 0.0000 0.0000 5 53.4081 10.1000 0.7494 10 55.2159 10.2000 0.7272 25 59.3412 10.3000 0.7066 50 63.5487 10.5000 0.6968 100 67.5037 10.6000 0.6879 Intensity= B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 6.15 4.89 4.09 3.53 3.12 2.80 2.55 2.35 2.17 2.03 1.90 1.79 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.98 5.64 4.77 4.16 3.71 3.36 3.08 2.84 2.65 2.48 2.34 2.21 10 7.63 6.21 5.28 4.63 4.14 3.76 3.46 3.20 2.99 2.81 2.65 2.51 25 8.63 7.07 6.05 5.33 4.78 4.36 4.01 3.72 3.48 3.28 3.10 2.94 50 9.41 7.75 6.65 5.87 5.28 4.82 4.44 4.13 3.87 3.64 3.45 3.28 100 10.20 8.42 7.25 6.42 5.78 5.28 4.88 4.54 4.25 4.01 3.80 3.61 Tc=time in mirutes.Min Tc=5 HYDROLOGIC CALCULATIONS Dollar General Market—Raeford, NC ZBG23004 1 Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2023 1 3 \/ ryTh wig■ 6 Legend Hyd. Origin Description 1 SCS Runoff Pre-Development 3 SCS Runoff Post Development To SCM 4 Reservoir Through SCM 5 SCS Runoff Post-Development Bypass SCM 6 Combine Post-Development Project: ZBG23004.gpw Wednesday, 11 /29/2023 Hydraflow Table of Contents ZBG23004.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 10 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Pre-Development 4 TR-55 Tc Worksheet 5 Hydrograph No. 3, SCS Runoff, Post Development To SCM 6 Hydrograph No. 4, Reservoir, Through SCM 7 Pond Report - Sand Filter 8 Hydrograph No. 5, SCS Runoff, Post-Development Bypass SCM 9 Hydrograph No. 6, Combine, Post-Development 10 100 - Year Summary Report 11 Hydrograph Reports 12 Hydrograph No. 1, SCS Runoff, Pre-Development 12 Hydrograph No. 3, SCS Runoff, Post Development To SCM 13 Hydrograph No. 4, Reservoir, Through SCM 14 Hydrograph No. 5, SCS Runoff, Post-Development Bypass SCM 15 Hydrograph No. 6, Combine, Post-Development 16 IDF Report 17 2 Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 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 6.126 17.37 Pre-Development 3 SCS Runoff 6.811 11.37 Post Development To SCM 4 Reservoir 3 6.338 8.649 Through SCM 5 SCS Runoff 5.137 14.05 Post-Development Bypass SCM 6 Combine 4,5 10.48 22.55 Post-Development Proj. file: ZBG23004.gpw Wednesday, 11 /29/2023 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 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) 1 SCS Runoff 6.126 2 724 19,933 Pre-Development 3 SCS Runoff 6.811 2 716 14,208 Post Development To SCM 4 Reservoir 6.338 2 718 14,198 3 225.45 3,394 Through SCM 5 SCS Runoff 5.137 2 724 16,378 Post-Development Bypass SCM 6 Combine 10.48 2 720 30,576 4,5 Post-Development ZBG23004.gpw Return Period: 10 Year Wednesday, 11 /29/2023 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 1 Pre-Development Hydrograph type = SCS Runoff Peak discharge = 6.126 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 19,933 cuft Drainage area = 4.900 ac Curve number = 54* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.80 min Total precip. = 5.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.450 x 98)+(4.450 x 49)]/4.900 Pre-Development Q (cfs) Hyd. No. 1 -- 10 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 - � �- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Pre-Development 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) = 3.58 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 Travel Time (min) = 13.49 + 0.00 + 0.00 = 13.49 Shallow Concentrated Flow Flow length (ft) = 400.00 0.00 0.00 Watercourse slope (%) = 3.25 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =2.91 0.00 0.00 Travel Time (min) = 2.29 + 0.00 + 0.00 = 2.29 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 15.80 min 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 3 Post Development To SCM Hydrograph type = SCS Runoff Peak discharge = 6.811 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 14,208 cuft Drainage area = 1.100 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.850 x 98)+(0.250 x 39)]/1.100 Post Development To SCM Q (cfs) Hyd. No. 3 -- 10 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 - ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Hyd No. 3 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 4 Through SCM Hydrograph type = Reservoir Peak discharge = 6.338 cfs Storm frequency = 10 yrs Time to peak = 718 min Time interval = 2 min Hyd. volume = 14,198 cuft Inflow hyd. No. = 3 - Post Development To SCMMax. Elevation = 225.45 ft Reservoir name = Sand Filter Max. Storage = 3,394 cuft Storage Indication method used. Outflow includes exfiltration. Through SCM Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs) 7.00 I 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 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 3 111111111 Total storage used = 3,394 cuft Pond Report 8 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Pond No. 1 - Sand Filter Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=224.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 224.50 3,100 0 0 0.50 225.00 3,500 1,649 1,649 1.50 226.00 4,300 3,893 5,542 2.50 227.00 5,300 4,791 10,332 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 16.00 0.00 Inactive 0.00 Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 225.20 0.00 226.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33 Invert El.(ft) = 223.00 0.00 0.00 0.00 Weir Type = 1 --- Broad --- Length(ft) = 45.00 0.00 0.00 0.00 Multi-Stage = Yes No 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) = 2.000(by Contour) Sand Media Multi-Stage = n/a No No 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). [A] Outlet Barrel [A] Outlet Barrel [C] Spillway Stage(ft) Stage/Discharge Elev(ft) 3.00 227.50 2.00 226.50 1.00 225.50 0.00 224.50 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 Total Q Discharge(cfs) 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 5 Post-Development Bypass SCM Hydrograph type = SCS Runoff Peak discharge = 5.137 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 16,378 cuft Drainage area = 3.800 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.80 min Total precip. = 5.46 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.450 x 98)+(3.350 x 49)]/3.800 Post-Development Bypass SCM Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 I 3.00 2.00 2.00 1.00 1.00 0.00 ' ._- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 6 Post-Development Hydrograph type = Combine Peak discharge = 10.48 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 30,576 cuft Inflow hyds. = 4, 5 Contrib. drain. area = 3.800 ac Post-Development Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs) 12.00 - 12.00 10.00 - 10.00 8.00 - 8.00 6.00 - 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 6 Hyd No. 4 Hyd No. 5 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 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) 1 SCS Runoff 17.37 I 2 724 50,397 Pre-Development 3 SCS Runoff 11.37 2 716 24,488 Post Development To SCM 4 Reservoir 8.649 2 720 24,478 3 225.72 4,444 Through SCM 5 SCS Runoff 14.05 2 724 40,603 Post-Development Bypass SCM 6 Combine 22.55 I 2 722 65,081 4,5 Post-Development ZBG23004.gpw Return Period: 100 Year Wednesday, 11 /29/2023 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 1 Pre-Development Hydrograph type = SCS Runoff Peak discharge = 17.37 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 50,397 cuft Drainage area = 4.900 ac Curve number = 54* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.80 min Total precip. = 8.34 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.450 x 98)+(4.450 x 49)]/4.900 Pre-Development Q (cfs) Hyd. No. 1 -- 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 13 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 3 Post Development To SCM Hydrograph type = SCS Runoff Peak discharge = 11.37 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 24,488 cuft Drainage area = 1.100 ac Curve number = 85* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.34 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.850 x 98)+(0.250 x 39)]/1.100 Post Development To SCM Q (cfs) Hyd. No. 3-- 100 Year Q (cfs) 12.00 - 12.00 10.00 - 10.00 8.00 - 8.00 6.00 - 6.00 4.00 - 4.00 2.00 2.00 0.00 - — ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 3 Time (min) 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 4 Through SCM Hydrograph type = Reservoir Peak discharge = 8.649 cfs Storm frequency = 100 yrs Time to peak = 720 min Time interval = 2 min Hyd. volume = 24,478 cuft Inflow hyd. No. = 3 - Post Development To SCMMax. Elevation = 225.72 ft Reservoir name = Sand Filter Max. Storage = 4,444 cuft Storage Indication method used. Outflow includes exfiltration. Through SCM Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs) 12.00 - - 12.00 10.00 - 10.00 8.00 - 8.00 6.00 - 6.00 4.00 4.00 2.00 — — 2.00 1111114 . 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 Hyd No. 3 111111111 Total storage used =4,444 cuft 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 5 Post-Development Bypass SCM Hydrograph type = SCS Runoff Peak discharge = 14.05 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 40,603 cuft Drainage area = 3.800 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.80 min Total precip. = 8.34 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.450 x 98)+(3.350 x 49)]/3.800 Post-Development Bypass SCM Q (cfs) Hyd. No. 5-- 100 Year Q (cfs) 15.00 15.00 • 12.00 — • 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time (min) 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Hyd. No. 6 Post-Development Hydrograph type = Combine Peak discharge = 22.55 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 65,081 cuft Inflow hyds. = 4, 5 Contrib. drain. area = 3.800 ac Post-Development Q (cfs) Hyd. No. 6-- 100 Year Q (cfs) 24.00 24.00 20.00 1 20.00 16.00 • 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 6 Hyd No. 4 Hyd No. 5 17 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 11 /29/2023 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 69.8703 13.1000 0.8658 3 0.0000 0.0000 0.0000 5 79.2597 14.6000 0.8369 10 88.2351 15.5000 0.8279 25 102.6072 16.5000 0.8217 50 114.8193 17.2000 0.8199 100 127.1596 17.8000 0.8186 File name:SampleFHA.idf Intensity= B/(Tc + D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc=time in minutes.Values may exceed 60. Precip.file name:M:\Projects\ZBG\ZBG23004\04-Production\Engineering\Design Files\Stormwater\ZBG23004.pcp Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.03 3.68 0.00 0.00 5.46 6.55 7.43 8.34 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DRAINAGE AREA MAPS Dollar General Market—Raeford, NC ZBG23004 1 \ ILII I A IMPERVIOUS MCADAMS /// /I 7,,,,z",,,, / i / \ \ \ / / \ \ The John R.McAdams Company,Inc. // / V AV 621 Hillsborough Street,Suite 500 )A A \ Raleigh,NC 27603 � 1111% `V i� // / / \\ ".I \\\ pfax 919 361.22690 J / / , ; \ NC license number:C-0293,C-167 ryrya �/ / / yy \ \\ www.mcadamsco.com �� A �� V CLIENT //� ,� �� / I , /�i �` \\ \\ ZAREMBA GROUP ^o,1 / \ \ \ \ 14600 DETROIT AVE SUITE 1500 , I z \ \ \ LAKEWOOD,OHI044107 ,ir ,� / /.. 1 \ \ PHONE: 216.226.2140 ✓- A I _ i,y� \ V A f� �� \\ \\ � A\ ZA E R�U P \� L \ 11 , � \ \ 11111% .. i I --.. \232 I \ �` , \ io ill, PROJECT1111'11, %/ AREA SUB 4.90 AC [BOUNDARY \ 237 , �( I it \ z2v) I 1 \ NJ = -,,,,, i \ v Cp � �2e �\ 1 v �PROPERTY LINE� C7 F :U „....,0:Zr \ li J \229 \ \\\� , OU.J al 2B\ \\ \ I \ \ j�1uA►l�' lit 220 A V V A A E. • 22e 9\\ 1 I J' , \ \\ N \ OUnnu�i� �,J \ I \ P`N CARO ., 1 �Nrn Y , _��FESS 22s — " \\ V Al \\ �/ ° r¢a —IA i e POA J11 \ 777 \ ////// \ = vAL:„..,,,,...‘„,i, 220 2' 222 23 2, 225- 26 �2j 2 ? _1 —1 _ EXISTING ,, — B 9� 0� 3j\ 2_ ——� --R_OEKFMTRIZIAI2 _— __ ——_ ,` —T _ /\4 3 (60'PUBLIC R/W) —` ll•.: ` •:: — ,1 �—F0—�O ff. au oU Cu ou—Our �w�W�Ou ou ou�ou�W $ ou.----ou----.a—___a---_-Wou�ou_ -.. REVISIONS NO. DATE DESCRIPTION 3 3�3 3 - E 6 Si 3 e E PLAN INFORMATION 3 PROJECT NO. ZBG23004 Ei FILENAME Z8G23004-SW1 CHECKED BY RTW DRAWN BY RMB 811. SCALE DATE 1"=40' 12.01.2023 SHEET Know what's below. a Call before you dig. PRE DEVELOPMENT s ALL CONSTRUCTION SHALL BE IN ACCORDANCE GRAPHIC SCALE 3 WITH THE CURRENT HOKE COUNTY ENGINEERING ° DESIGN AND CONSTRUCTION STANDARDS �� RI I' I PRELIMINARY DRAWING-NOT RELEASED FOR CONSTRUCTION / \ 1 1 R/ / / /I I / / / `�" / 9� h i� VA\ �� BYPASS IMPERVIOUS CADAMS � � /� 1 \\ \ The John R.McAdams Company,Inc. .� A 621 Hillsborough Street,Suite 500 $ I V \ \ Raleigh,NC 27603 �� ' / \ \ \\\\ �� TO SCM `ti I / • \ IMPERVIOUS phone 919 361.2269D /' / 1/ / / \ NC license number:C-0293,C-167 tie I /\ / 1 �'� \\\ \\\ www.mcadamsco.com �� a • / A `� \V CLIENT �� 1 I A • �� ` \ \\\ �� SAND FILTER K \ ZAREMBA GROUP 0 1 \ \ 14600 DETROIT AVE SUITE 1500 / /I \\ \ / i / \ \ \\ LAKEWOOD,OHI044107 PHONE: 216.226.2140 / / I I `ie V `,� S vv `v ,vv \ \ \\ ZA E R�U P / \ �, v232- •_ / / ( > O A\ r \/0�i�—'/ / /mil I1 �' ` \ / \ v'� �I0. i I 1 I v \ \ . sue 1 ��'�'�, vv ® �Y a ` I AREA BYPASS � o' ., . =3.80 AC , PROJECT ‘` ` r — _ , I _o , BOUNDARY W 30 tragrif, wd �nIl 11 i� �vQ Qe 4j1 REA B SCM I=1.10 AC 1 I I I z G Cn CJ 229 //i''�/ ` W m Liz �� I� � �I PROPERTY LINE D„ ,117 ,�///�� "�.. 11 UO - 44 /I I 1 , ce z o w 22e. 1 i® eal /lc//14 I `�\ v� ill cc ✓,/r6iiaiii'il'I1�... 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POST DEVELOPMENT s ALL CONSTRUCTION SHALL BE IN ACCORDANCE GRAPHIC SCALE 3 WITH THE CURRENT HOKE COUNTY ENGINEERING .,„ DESIGN AND CONSTRUCTION STANDARDSlinCh RI POST a PRELIMINARY DRAWING-NOT RELEASED FOR CONSTRUCTION \ la\ \ I — �y MCADAMS / ' I The John R.McAdams Company,Inc. 621 Hillsborough Street,Suite 500 \ \ CATCHMENT Raleigh,NC 27603 �� A BYPASS / N / _ \ �� phone 919.361.5000 N _ / / �/ I\/� \\ \\ fax 919.361.2269 \ /` ' ` ') \ NC license number:C-0293,C-187 • ryry III/ V / / ` \\\ \\\\\\ CATCHMENT CLIENT WWWmcadamsco.com �(\ TOTAL BYPASS 1 -. \ SCM �� AREATO PROPERTY ‘0,/ / ryrym I /\ / \/ LINE=1.83 AC 'yy \\ \\ UP 4600 DETROITREMBA O AVE SUITE 1500 / I I / % � / \ \ LAKEWOOD,OHIO 44107 /___:' — 9i IX // \ ` ,_ ,-- ,1,`, / `` \ \` \\ PHONE: 216.226.2140 ti I�I �IC a >� \ v \ ZA R�UP \ �i A 1 „� \ \V A • z33 \�/ \\ \\ �� A �2sz- —�' i — A A A� — II ,1 vv 2� -- ?32 l I I I 1 \�, _ A v®, .. ''/ MENT1 0:41/1, 11 AREA TO REAR/(' !!Jlt/Ih ;WALE 1=0.41 ACitt \ W 1( I/J � l III W LLL7c��f�� jr;,,1°1 1( CATCHMENT3 �.//!!G CeZOLLL, .triyI///� /%��1 AREAroscM �� 1111111.11- 110 U 0 /, 70"i . -1.10 AC ,0, PI ii /if f i i 0 I r"� CATCHMENT2 J��Iqi ;if �0�/ll� II/ �� lAREA TO REARW Ql . r� a l �Ii H �441 witi I/AY il 1 111: l•ia if �/ /�� SWALEAC il ,p, iir ill✓i„.,,,: "��i -n:s��j� lr �� Ih�) //%,I,�� C///%l� l�j �� li % i TOTAL BYPASS 2 S ,��p. ..a...... ::�:�1111 Ii//�11 iii/iFfili) I /if 11rai r4,7164V#/I 1,„ 1 ✓I ir1� AREATODROP 7 �, �j 1iiiiiiiii� (�� ,.__ l�y I nor//i�//o �I ,�ft �i • PROPERTY LINE �� 1 �,� INLET=1.79 AC ,,,,,,-10 , I 2Oorr oolipik 1�7y��iry �' 14/ iP) P J=O�OFESS \ i14,' if yl::',:c1;f47.::ton..,1:.4::Al':::!*51/11111 7;:111>ttitetilliff4741.4,11/ RIO'ir, 1 I I m Jj 0 d. .—„,,„,., • l';&,..-1, \ 1 Lhditififf4filf (t4 /Ili* / , Ii ..... % •••ffili I 4 , , „,,„ , 1p ',-_-_-] ,7...-____ o-2rrft.-yr-- • '''Qo'-00...-.-Lkisge,,4 btit A i 1 li 1 A 1 Ir 11 p0A#1 , :a„,...- h.. 1/4:414.044_,, ?: _,, I, , , // T I 1 - - — - w w / 2' 2� 2' I�' .''2, 22S 2'6 -'2) 11 27g 18 ao 232 � _ --1—�-_1 yc --� -ROCIEFLSFTROAD -- ,�-_ __ /y flu- - - \� .':.:i`— -+� 1ro—��— — - - gl REVISIONS NO. DATE DESCRIPTION 3 1 - 3�3 2 - - M 3 - - 6 e E PLAN INFORMATION 3 PROJECT NO. ZBG23004 FILENAME 79023004-SW1 x CHECKED BY RTW DRAWN BY RMB 811° SCALE LI DATE 12.01.2023 SHEET Know whars below. Callbawreyoudig. POST CATCHMENTS s ALL CONSTRUCTION SHALL BE IN ACCORDANCE GRAPHIC SCALE 3 WITH THE CURRENT HOKE COUNTY ENGINEERING .„ DESIGN AND CONSTRUCTION STANDARDS 1 inch RI CATCH a PRELIMINARY DRAWING-NOT RELEASED FOR CONSTRUCTION STORMWATER CONTROL MEASURE DESIGN CALCULATIONS Dollar General Market—Raeford, NC ZBG23004 DOLLAR GENERAL SAND FILTER DESIGN R.BRADY,El ZBG23004 12/7/2023 Determination of Water Quality Volume(WQV) Note:The following design calculations are based upon requirements from the NCDEQ Minimum Design Critieria. WQV =(P)(R v)(A)/12 x 43,560 where, WQV=water quality volume(CF) Rv=0.05+0.009(1)where I is percent impervious cover A=area in acres P=rainfall(in inches) Input data: Total area,A= 1.10 acres Impervious area= 0.85 acres Percent impervious cover,1= 77.3 Rainfall,P= 1.0 inches Calculated values: Rv= 0.75 WQV= 0.07 acre-ft = 2977 cf. Sizing is based upon the discounted water quality volume, WQV dis (75%of the total WQV). WQVd;s = 2232 cf. Size Sand Filter and Sedimentation Chamber Determine the required Sand Filter Surface Area The minimum required sand filter surface area is the discounted WQ volume divided by the ponding depth: AsF=WQV di,/D Ponding Depth(D)= 1.00 ft AsF= 2,232 sf.(minimum sand filter surface area required) The minimum sand chamber area must accommodate 50%of the treatment volume. Design Summary AsF>_ 2,232 sf (minimum total sand and sedimentation chamber surface area) AsF>_ 2,500 sf (total sand and sedimentation chamber surface area provided) ASand> 1,116 sf (minimum sand chamber area required) ASand> 1,250 sf (minimum sand chamber area provided) Ased> 1,116 sf (minimum sedimentation chamber area required) ASed> 1,250 sf (minimum sedimentation chamber area provided) D= 1.00 ft (maximum WQV d,,ponding depth in facility) DOLLAR GENERAL SAND FILTER DESIGN R.BRADY,El ZBG23004 12/7/2023 Determination of Underdrain Sizing The following design calculations are based upon requirements from the 2009 NC BMP Design Manual. Compute drawdown through filter bed Q =A(k)(h F+d F)/(d F where, A=provided surface area of filter bed(sf) k=coefficient of permeability of filter media(ft/day) hF=height of water above filter bed(feet) dF=filter bed depth(feet) Input data: A= 1250 sf k= 3.50 ft/day hF= 1.00 ft dF= 1.00 ft Calculated values: Q= 8750 cf/day = 0.101 cfs Compute minimum drawdown discharge WQV= 2232 cf t= 1.667 days Minimum drawdown,Q= 0.016 cfs Compute underdrain pipe capacity Number of rows,n= 2 Diameter of underdrains,d= 4 inches Area,A= 0.0873 sf Wetted perimeter,P= 1.0472 ft Slope,S= 0.0050 ft/ft Capacity of one pipe= 0.134 cfs Total capacity= 0.268 cfs Assume 50%clogging= 0.134 cfs DESIGN ACCEPTABLE Compute underdrain perforation capacity 3/8-inch perforations spaced 3 inches on center,along 4 longitudinal rows spaced 90° apart Number of rows,n= 2 Diameter of underdrains,d= 4 inches Length of underdrains,L= 40 ft Number of perforations= 1280 holes Capacity of one hole= 0.008 cfs Total capacity= 10.570 cfs Assume 50%clogging= 5.285 cfs DESIGN ACCEPTABLE DOLLAR GENERAL STORM WATER CONTROL MEASURE R.BRADY,El ZBG23004 Anti-Flotation Block Calculations 12/7/2023 RISER ANTI-FLOTATION CALCULATION • Input Data==> Safety Factor: Safety factor to use= 1.15 (recommend 1.15 or higher) Concrete: Concrete unit weight= 142.0 PCF Note: NC Products lists unit wt.of manhole concrete at 142 PCF. Riser: Inside height of Riser= 3.35 feet Inside length of riser= 4.00 feet Inside width of riser= 4.00 feet Wall thickness of riser= 6.00 inches Base thickness of riser= 6.00 inches Base length of riser= 5.00 feet Base width of riser= 5.00 feet Openings: Total Orifice Area = 0.785 SF OD of barrel exiting manhole= 21.00 inches Size of drain pipe(if present)= 0.0 inches Trash Rack: Bottom Length= 0.00 feet Bottom Width= 0.00 feet Top Length= 0.00 feet Top Width= 0.00 feet Height= 0.00 feet Trash Rack water displacement= 0.00 CF Concrete Present in Riser Structure==> Total amount of concrete: Base of Riser= 12.50 CF Riser Walls= 30.15 CF Adjust for openings: Opening for Orifices= 0.39 CF Opening for barrel= 1.20 CF Opening for drain pipe= 0.00 CF Total Concrete present,adjusted for openings= 41.055 CF Weight of concrete present= 5,830 lbs DOLLAR GENERAL STORM WATER CONTROL MEASURE R.BRADY,El ZBG23004 Anti-Flotation Block Calculations 12/7/2023 Amount of water displaced by Riser Structure==> Displacement by concrete= 41.05 CF Displacement by open air in riser= 53.60 CF Displacement by trash rack= 0.00 CF Total water displaced by riser/barrel structure= 94.65 CF Weight of water displaced= 5,906 lbs Calculate size of base for riser assembly==> Length= 8.00 feet Width= 8.00 feet Thickness= 18 inches Concrete Present= 96.00 CF Check validity of base as designed==> Total Water Displaced= 178.15 CF Total Concrete Present= 137.05 CF Total Water Displaced= 11,117 lbs Total Concrete Present= 19,462 lbs Actual safety factor= 1.75 OK Results of design==> Base length= 8.00 feet Base width= 8.00 feet Base Thickness= 18.00 inches CY of concrete total in base= 3.56 CY Concrete unit weight in added base>= 142.0 PCF