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Home My WebLink AboutSW6240502_Stormwater Report_20240923 STORMWATER MANAGEMENT ANALYSIS FOR DOLLAR GENERAL - Dunn Dunn, North Carolina Prepared: May 2024 Revised:September 2024 BECKER MORGAN (i R 0 u P __.\_,/ . ,,,,,,4% ,, ,,,, `OP1FESs/O,j;. y' Prepared by: Becker Morgan Group, Inc. f SEAL 3333 Jaeckle Dr, Suite#120 % 049463 Wilmington,NC, 28403 ' ?�'••.F (910) 341-7600 `�,'0,,5;NG Ne'P ` 9/23/2024 2023218.00 SWM Report-Narrative.doc TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION Pg. 1 2.0 SITE NARRATIVE Pg. 1 2.1 Existing Site ... Pg. 1 2.2 Post-Developed Site Conditions. Pg. 1 3.0 STORMWATER MANAGEMENT METHODOLOGY Pg. 2 3.1 NCDEQ Runoff Treatment Requirements Pg. 2 3.2 Wet Pond MDC Pg. 3 4.0 CONCLUSION Pg. 3 APPENDIX A.1 Location Map Pg. A.1 A.2 Pre-and Post-Development Drainage Area Plans Pg. A.2 A.3 Wet Pond Design Calculations Pg. A.3 A.4 Wet Pond EZ Supplement Form Pg. A.4 A.5 Wet Pond EZ Operation&Maintenance Form Pg. A.5 A.6 Geotechnical Report by Terracon Pg. A.6 A.7 Property Deed Pg. A.7 A.8 USGS Topographic Map Pg. A.8 0 1.0 INTRODUCTION This report is prepared to support the design of stormwater management for a proposed Dollar General retail store located at the intersection of US Highway 301 and Long Branch Rd. in Dunn, North Carolina. The project is in Harnett County and is subject to Piedmont / Mountain county stormwater requirements within the Cape Fear River Drainage Basin. This report will demonstrate that the proposed project is in accordance with the North Carolina Administrative Code (NCAC) SECTION .1000 - STORMWATER MANAGEMENT regulations and will provide narrative information about site conditions as well as information regarding the design stormwater management aspects of the proposed project. 2.0 SITE NARRATIVE 2.1 Existing Site The existing site is a vacant 3.82-acre parcel consisting of woodland and grassed areas. A swale flowing north to south along U.S. Route 301 and then west to east along Long Branch Road with a culvert outfall functions as one of two points of analysis for the project, collecting most of the runoff for the central and southern sides of the site. The other point of analysis is in the northeast corner of the site through which runoff originating from a high point in the middle of the site flows towards. Terracon completed a geotechnical investigation which revealed good infiltration results but a high SHWT and HSG B type soils (See Appendix A.6—Geotechnical Report). This ultimately led to the choosing a wet pond in the post conditions. Pre and post development drainage area maps are provided in Appendix A.2. In the pre-developed condition, the project site includes a two Analysis Points (AP), One located at an existing culvert along Long Branch Road and the other in the Northeast corner of the site. EX. DRAINAGE AREA No. 1 — Consist of portions of U.S. Route 301 and Long Branch Road, existing gravel driveway, and the center of the site. Runoff flows off a high point in the center of the site and generally flows south towards Long Branch Road through existing woodlands and grassed open areas. Existing swales along U.S. Route 301 and Long Branch Road collect this runoff from the center of the site and outfall to a 15"NCDOT roadway culvert. Cover conditions are grass and woodlands except for the existing impervious of U.S. 301, Long Branch Road, and a gravel driveway. EX. DRAINAGE AREA No. 2 — Consists of area along the north side of the property. Runoff from this drainage area will flow from the northwest corner of the site and travel east through existing woodlands to the northeast corner of the site to Analysis Point 2. Cover conditions are mainly grass open areas and woodlands. 2.2 Post-Developed Site The proposed site will include a 10,640 SF building with associated parking and site improvements generating a total of 0.89 acres of new onsite impervious coverage. A wet pond facility is designed to treat all the 0.89 acres of the onsite impervious area proposed per NCDEQ regulations. However, due to NCDOT driveway design requirements, a small portion of the on- site entrance (0.02 AC.) drains back to the ROW to create positive drainage across the entrance. This small area was accounted for within the other drainage areas because it doesn't drain to the SCM and therefore cannot be counted towards wet pond impervious. This impervious, the offsite 1 right turn lane improvements, and the remaining grassed and wooded areas on site will either drain to the swales along U.S Route 301 and Long Branch Road or to the rear of the site in the northeast corner. In the post-developed condition,the project site is divided into three drainage areas: PR. DRAINAGE AREA No. DA-1 - Will include areas that will contribute to the wet pond facility (-1.21 acres). Cover conditions will be primarily parking areas, drive aisles, open space areas, and the building footprint. The discharge from DA-1 will be conveyed to the wet pond via catch basins and underground storm drain. Once in the wet pond, runoff will be discharged through an outlet structure during storm events and to a rip rap outfall. Runoff will ultimately leave the site through a 15" NCDOT storm drain culvert crossing Long Branch Road from Analysis Point 1. PR. DRAINAGE AREA No. DA-2 - Will include areas that will not contribute to the wet pond facility (1.43 AC.). This area will consist of existing and proposed grassed open areas as well as existing woodlands. This drainage area will maintain existing drainage patterns of the north side of the site as shown in the pre- developed drainage area map. Runoff from this drainage area will flow from the northwest corner of the site and travel east through existing woodlands to the northeast corner of the site to Analysis Point 2. PR. DRAINAGE AREA No. DA-3 -Will include areas not contributing to the wet pond facility (-1.44 AC.). This drainage area will consist mainly of grassed swales, open areas, and some existing woodlands. The drainage area will include impervious such as the on-site portion of the entrance (0.02 AC.) draining to the ROW, the proposed NCDOT right turn lane, and existing portions of U.S. Route 301 and Long Branch Road. This drainage area will maintain existing drainage conditions shown on the pre-developed drainage map from the center of the site and collection by the improved swales along U.S. Route 301 and Long Branch Road. Runoff from this drainage area will flow from the center of the site south towards Long Branch Road through existing woodlands and then grassed open areas before being captured by the improved existing swales and reaching Analysis Point 1 at the existing 15"NCDOT storm drain culvert. 3.0 STORMWATER MANAGEMENT METHODOLOGY Compliance with the NCAC Stormwater Regulations has been determined by meeting the applicable requirements for the Runoff Treatment approach in the Coastal County region through the techniques described below. 3.1 Runoff Treatment Approach Per 15A NCAC 02H .1003(3) DESIGN REQUIREMENTS FOR HIGH DENSITY PROJECTS, "High density projects shall meet the following minimum design criteria: (a) TREATMENT REQUIREMENTS. SCMs shall be designed, constructed, and maintained so that the project achieves either"runoff treatment" or"runoff volume match" as those terms are defined in Rule .1002 of this Section." The project site will include one Primary SCM, which will be a wet pond facility located on the East side of the proposed building and parking area which will follow the runoff treatment approach. Per Piedmont/Mountain County requirements, a 1" design storm was used to determine the design volume. The Wet Pond is designed to retain a permanent pool exceeding 3' in average 2 depth while allowing a temporary pool to treat the design volume through a 2-5 day low-flow drawdown time. 3.2 Wet Pond Minimum Design Criteria(MDC) The Wet Pond is designed to meet all NCDEQ MDC and will include a concrete outlet structure that utilizes a 1.25" diameter low-flow orifice, a 6" x 6" rectangular orifice, and an open top to allow larger storms to drain. An emergency overflow weir is included on the western bank of the facility to manage storm volumes exceeding the design volume. The outfall pipe of the outlet structure will discharge to a rip rap outlet protection area into the improved existing ditch along Long Branch Road. Calculations for the proposed pond, outlet structure, and forebay are provided in Appendix A.3 &A.4. The NCDEQ EZ Operations & Maintenance form for Wet Pond facilities is completed and provided in Appendix A.5,outlining requirements for maintaining the facility. 4.0 CONCLUSION In conclusion, this report demonstrates this project's compliance with the current NCAC Stormwater requirements and the Runoff Treatment Approach. The implementation of a Wet Pond treatment facility will provide treatment of the required design volume for the proposed development, while maintaining drainage conditions of the rest of the site and parcel that are not routed to the facility. Before, during, and after construction disturbances, proper erosion and sediment control measures as defined in the Erosion and Sediment Control Design Manual will be utilized to minimize erosion and sedimentation risks. 3 A.1 LOCATION MAP Dollar General - Dunn Dunn, North Carolina *Aft Mk, * ��• i ,off 4 44 es ��4 \it i , • ,,,..,' lik., . .z: s's. ,, k try :. k 7 .i i y SIT; `` 1 0 •47 4 . 'Rq ti, '&4 1,0t .11 _ It- VICINITY MAP SCALE: 1" = 2000' 4 A.2 PRE- AND POST-DEVELOPMENT DRAINAGE AREA PLANS Dollar General-Dunn Dunn,North Carolina 5 BECKER MORGAN GROUP ARCHITECTURE ENGINEERING Delaware 309 South Governors Avenue Dover,DE 19904 302.734.7950 The Tower at STAR Campus 100 Discovery Boulevard,Suite 102 Newark,DE 19713 .1 I\ { \ 302.369.3700 -: „„ \\ . L ,N/F\ ' \ '' .1 , . Maryland\ ) , 312 West Main Street,Suite 300 ...'' ANDS • ' I\ t..I ' '„--- E.CEDGERTON JR LLC ' , / T.P.:021505 0123 03 • , Salisbury,MD 21801 PLAT ID:223194 1 410.546.9100 I . t• ,„ „.....- , , , / DEED BOOK&PAGE:1662-0482 i North Carolina --- . LA.NDS N/F I SAUL ROFMNSON JR 1.-....-------------------- \ I 7.--- , 3333 heckle Drive,Suite 120 1 T.P.:02154 0250 N. ,/ ', Wilmington,NC 28403 PLAT ID:22.4e4 ' . , I 'k, 1 ' • ' 't 910.341.7600 ',DEED BOOK&PAGE,:743-0936 ., • 4?. :t' • I ,..,..--__- _-____ 1 • . , N i • • , 1 ----------' . , , ,' ' ....'. r7 / ' -,__„,,,,, \ , ,,,/. 1 451.94' FIP I www.beckermorgan.com , • 4.------ . :,, ,.' ''b-..:.:., -.:',•., -----,-. ' .. EX.PROPERTY LINE / , : '>, 3R'09„8,, -_, ------ / 3 56.5003 E ‘,-- --- - '---_-__ \ ' --, ----------_ -------- FLOW PATH-B ''''' 19 9109 SETBACK ---- P '31 k i ...._- ----- ---- -./9-/9,-.1 ,---------------- '`,: k k •, l, FLOW PATH-A .,, -:7------z-.: --- - ------'1------ 1 175 EL .69. / •,‘ ,,..„- ..-- 7.9 -------- , , ----- -----, ..„ , \ ---------- / il-- ...,..,__.., _......, ., .: , ,,,:::::. (14:1: . , . .-------- , . % ..----- „ EL 180.00. pRE-DEVELOPED ANALYSIS POINT-2 " . , .., - , 1.6"STOR51 Q: 0.00 C.F.s. o 01 A.F. ,' / . 1 , ' , ' ,' ,' (10-YR)STORM C.F.S. / • ,, . • \\._.19-91.10 WOODS ,/' ,, (25-YR)STORM C.F.S. N., /,'' FLOW PATH-A _Al ---\1 , ,', n (50.YR)STORM %, ---r U--- 54 L.F.SHEET FLOW I (1) SLOPE:0.0040 FT/FT \ i / I BARN I ' \-, t WG RAO OsDsS(B:1.38 AC PRE DA-2 ,, ,' / ....„.„ ID GA;15,21,sPI ....-- --- ----.. - nnmrTh N, B):0.30 AC : , TOTAL:( 1.68 AC ' k ' ' , ...., EL.179.79. %,t T \\I.' C \ PRE DA-1 NG TREELNE .. , ,. ' EL.179.B9',, CURVE N JR LLC , 1 , ,,' . GRASS(B):1.09 AC .57 UMBER=56 ' , ,\ {FLOW PATH-B \ \ \‘' / s lit , , \-FASTING WOODS--..‘ / \ I li e E :T°2ID! 4°2:6188 5 7 -0164 , WOODS(B):0.94 AC IMPERVIOUS(B):0.371 AC N , 1 1 T.P. , , , .••• i \. , 22 L.F.SHEET FLOW N -)'-'U_, , ; ti 1r:/dED BOOK&pApk: o PROJECT TITLE •Vi 6/ , \ TOTAL:2.39 AC \ C 2 \ '. , SLOPE:0.0044 FT/FT ‘ \-f LANDS N/F ', ''''' E C EDGERTON JR LLC \,\;, '',, till, \5 CURVE NUMBER=64 \ GRASP AREA 4 \fs DRuETNANIL STORE EP.:021505 0123 EL.179.44' , PLAT ID:223192 ' 2.1 C --12:--.)-)--1)n41-I-°.FW.SHEET FLOW \ \_ ,r , /7 , \ , , 0'2 „: 1/---\‘ DEED BOOK&PAGE:1662-0482 ... +1, \% \'''.9,, FLOW PATH-D OW X 2 , „ , , , 61 L.F.SHALLOW CONC. SLOPE:0.0104 FT/FT N , 5,' ".--' „I ,,, " , ,, SLOPE:0.0098 FT/FT • . . ,, v.4, , ,‘ ' \ ------ ...... -Ni------ ii-- ,-- ; • / , k EXISTING EDGE 4, Of PAVEMENT ,!:'::::„ 1,--c -- ,,,,,,,_____________ :RE-DEVELOPED ANALYSIS POINT-1 ,.> , v--.-„A*) / i.161.110 DWELLING ,,, • ,,,‘, U.S.HIGHWAY 301 , TORM Q: 0.00 C.F.S. 0.00 A.F. ,..,..........._FLOW PATH-E .1311NG Ofin..91,-\ 1 '1. DUNN .‘ , . Cv(10-YR)STORM Q: 3.21 C.F.S. 0.40 A.F. , ' \ ' . . , ‘ '.....2. -. * ,,,, , ,_ __54 L.F.SHALLOW CONC. \ g ''' ,,,,,, , _A:RROWHEAD ROAD ' ''' (NCS/2;1'780\f‘, .1 , HARNETT COUNTY,NC \_ (1) Es(50-YR)STORM 0: 5.69 C.F.S. 0.72 AF. EL.175.42. 1-i SLOPE:0.0239 FT/FT ....,,,,, 9 ' SHEET TITLE 2 V FROM"SEMOCK, EDGE OF PAV9/ EL.177.55. ...,, 5 PRE-DEVELOPED .17,12 • v.. wag. , . _ 3 '..:::,_ DRAINAGE AREA - ___ ...,„ 0 ... _ :3, 8.r ,,,,\._,..,......, ,_ __ ... MAP i -------- V_TING WIDTH PUBLIC RiGHT-OF x-1 .....----=<-//-- .,„.SLOPE:0.0505 FT/FT a . _ „_, , , .6MW 0 -- .'. ...' . -'145A.539/.4, „----- FPK ......„--„.. _____ _, r_LONG BRANCH ROAD(NCSR#1002) ...r.eo.E OF PAVEMENT '____________ ______,.. ..---- _____.,____ .--- \ VARYING WIDTH PUBLIC RIGHT-OF-WAY 178 , ,,,-.--,•,," ; \ , , . 176 ln ,, , ,'' 178--------- ---------------------------------------_--T. -, ,, ------- , -------------------- -------- ------------- ------......-----175,„7 177 „ 0 15 30 6o x • , , • , (1) -- BTW DEVELOPLAMNEDNsTNICF OMPANY INC.,- ------------------------------------------- - --------------- , 5 ,,NT:3'. ,...„ .... • „..,,,, , TP.T02151-5-0019 SCALE: 1"=30' I MARVIN E.SANDRA KAY JOHNSON/ PLAT ID:282291 , . , . , . PLAT ID:224274 ISSUE BLOCK\• , , , ..'--------------181---------------...... , ,, \\ . • • • , I •! r I \ , , .. ., • • \ , ', 6 , , : .„''''' t „ , 3. 3,2,24 AGENCY SUBMISSION • `-.-.._ @ • . e , ..-- -------.... 2. 2,20,24 AGENCY SUBMISSION : \ „------------ , . , s ' MARK DATE DESCRIPTION LAYERS/A,...ME PROJECT NO.: 2023218.00 LEGEND DATE: 04/22/2024 ' SUBAREA BOUNDARY SCALE: 1"=30 DRAWN BY: THMSIPROJ.MGR.: MDS TIME OF CONCENTRATION PATH - --- SHEET (SOIL GROUP 91 SOIL BOUNDARY SWM-PRE (SOIL GROUP 9) COPYRIGHT F:\AutoCADCIA\Projects\2023\2023218\DWG\2023218 00-SWM-C3021-NC.dwg.Sep 23,2024-904am BECKER MORGAN GROUP ARCHITECTURE ENGINEERING Delaware 309 South Governors Avenue Dover,DE 19904 302.734.7950 The Tower at STAR Campus 100 Discovery Boulevard,Suite 102 Newark,DE 19713 \ \i - 302.369.3700 1 'm \ \ j E LANDS N/F Maryland m EDGERTON JR LLC 312 West Main Street,Suite 300 o \ - ----_ I .P�OT1505012303 \ ---- •; • Salisbury,MD 21801 `' \ --------_ DEED• (PAGE 19fi6 410.546.9100 C,T.P 1'•` I LA'PWS WF D BOOKS 2-0482 1'I \ $ SAUL ROBINSON JR North Carolina • 1 \ \ 7.P.:0215 0258 3333 heckle Drive,Suite 120 • \ Wilmington,NC 28403 \ --_____ / --------------- PLAT ID:PAGE,: _ '`,PEED BOOK&PAGE:]43-0936 \ SEGMENT B • 910.341.7600 \ • 75 L.F.SHEET FLOW __• ; _ F P www.beekermorgan.com g \ +¢0'" SLOPE:0.0120 FT/FT (•---- 451.94' S /--FX.PROPERTY LINE @ •_""••_ ^- JS^\� PIP', S 56`50'03"E L - _ • "� 3�•og•,E EL.178.94' /D ;..> 1 `, =]erik � �_� i_� �' gas __--___ _ _______:_-_ "R • • V.: m r�� SEGM ] \ 25 LF.SHEE7 FLOW -- i , \ , SLOPE:0.0440 FT/FT .: . ___________ __-\-__ a. IP' • r. PR.C.B.:CB-1A 1.' 1 '. " wv.IN:ns.az' "''" \ SEGMENT C • 1 J - INv.OUT: 76.42' -- PED ANALYSIS POINT-2 1 -a66 ': 465 L.F.SHALLOW CONC y . .:r: _ E. FT/FT ^ '`, \` O ` :tea: ,' / , •� y ----� , e..:. ,--' \ 1��1p�4i, 1 EL.180.00' / /* •1.0"STORM O.• 0.00 C.F.S. 0.00 AC.FT SLOP 0 0070 f. 9111 j1 // 1'O �1'`� ,: �I111111�1 11111111111� Cv 110-YR)3TORM Q: 1.27 C.F.S. 0.17 AC.FT. / \I . :\ • 14"xz3•ERCP ` \, 1111111111111111111/1/1• �\ •\ \ INV.:176 zs p I 1i11o11i1o11111o11i1i1/i1 46,. I SEGMENTA \ ` ® 1 \ '1 11111111/11111111111111/11��r,,�t�s111�* - Cv(25-YR)STORM O: 2.04 C.F.S. 0.26 AC.FT. t�`1z^RCP \I, "\, ; .111411�1111111�1111111�11/8111Q11111� , 58 L.F.SHEET FLOW •INV.:i1e.00' I \'• :',�111111/1111111111111�y1111111111 \ ``-j I ,' Cv(50-YR)STORM O: 2.75 C.F.S. 0.34 AC.FT. \ • \ �` .:'. ..1111/1111111111111111111111111, SLOPE:0.0039 FT/FT ` I rit"-^•..- '\ 0 \ ` '„.1j1111111111111".t.11111111111111 1 �,N R / _it \ Y ,1111111111111111j11111111j11111111_ , ;' '',; ''•`�' '�' V ,11111111111�111 1111 j1j1, ' i� \ h �p1i1i11e1o°o°i11i1i1p1i1i11i41io \"� a \ \ 0• 1 \ 111111i/1°1i11i1111i11i11i1111i11i1111i11% POST DA-2 / _e° ii C ,\ \ \ \ 'y11111j11111111/1111/1/1111111111111111141, C. `` ` \ \® .-,---- „-tt;,��1Olit�11�111111111 111111��111111 WOODS(B):0.94 AC \ ® ;*%�11i1�1i�1i imiF°°''I�i1�11i1�i1� , EL.n9.7T G OTALB7.43ACC \ \ M \'.;�,:�141111111111om go 1111114'4 C \\ \ \\ \ J -',�11111111111 u sp qe 1111�11��11� SEGMENT B CURVETNU NUMBER ' �G \ \ 9 :.1111111/111m�0=y1+1 111111111, to / 32 L.F.SHEET FLOW ,II r \ \ 8 `\ 111/111111^'�gm""', 11111111111', IAryryD N/F CA v' '\ \ $ �I M -III: ,'��11111111111%"A't1.n 1111111111111 SLOPE:0.0038 FT/FT !E C EDGER N JR LLC __ \ \ 1\ ` POST DA-1 ►'11/1/1/111±inNPgKaw 11111111�1111 \ T.P.:0215150018 ,0�' 0 % \ \, �4111111111''y�o"DA* QI 111/11111111� \ /...1 PLAT 10!.2 2'460 PROJECT TITLE G Z ` ',\ •\ \ IMPERVIOUS(B):0.89 AC `�'s'�11/1111/1111°o oro'*' 1/1111111111 , _ S'ABED BOOK&bA�,:40]5-0164 • LANDS N/F \ GRASS(B):0.32 A3 ' ' tat/448,484a *11111 11111111111111111 EL.179.65' l E C EDGERTON JR LLC ` 9 '\• \ \® \ i 111 1111♦1111111111 1111 A< \ ® ` TOTAL: S �4.;.11.1. J RETAIL STORE T.P.:0215050123 Tc PATH=6.0 MIN 11111111111111111111111111 PLAT ID:223192 W \ CURVE NUMBER 1/11111111111111111111111111' ---- G is .•,'.'111111 111 1 1 11 1 111 j _ DEED BOOK&PAGE:1662-0482 �' Wp \I \\ \ ® ��1�11�11�111�111111�1111•�11�1111•111111�A ( SEGMENTC --- m P _1eoR` 'i b \ ... I\ \\ 1 .: '111111�11�1•1�111.."4111�1•1�1111111�1111, 1. EL.179.65' 10 L.F.SHEET FLOW DUNN •p \ �\ �11111111/1111111111111111111111111111111� sl ' Lr t�11111111111111111111111111♦ SLOPE:0.0096 FTIFT 4 \ 1\07 \. ::.�Oi11i011i11i11i1111o0i11i1o0i11i19!i. ( ^90I Yt \;:'t: �111/11/1/111111111111111111111�1�� )® \® �1111111111111111111111111�� :' �!/, 1. \ \ y1i11.**/!i�1�1�1 • SEGMENT D ®' \ �� \ -;�1�1� //-- -64L.F.SHALLOWCONC IaS \'�` /// ✓"'" 1, SLOPE:0.0107FTIFT_ ' = \ -- • e:1]s.ze' ,,.,., POST A 3`, .1]6.94' ""' n19 EL.178.87' class(e):Dasz AC ---- ' \ �•'rUT:76.9a' SEGMENT E woods(B':o.o7Ac - U.S.HIGHWAY301 ♦\ '\.�i" t IMPERVIOUS B):0.45 AC - DUNN �:� +l _"� 53 LF.SHALLOW CONC TOTAL:1.44 AC $ I m /____ -_ TC PATH=39.4 MIN , COUN NC HARNETT TY fm __ SLOPE:0.0305 FT/FT "--_ CURVE NUMBER=72 A -� 18"RCP - EL."175.42D J 1J@ \ SHEET TITLE , ,,,\ WN { o �- "-_ ----- wp61.6oa EDGE OF PAVE) ARRO \�j�, ® ® -- ® - '�_ INV1760/' " EL.177.25' ..- EAD RDAD ® := mom __` VARYING (NC$R#1780 - '� ----, - `�_ `- \ ® __ DRAINAGE AREA o^ N PUBLIC RIGHT - C -- _____ Y 1 ,SEGMEi1NTF �� 6 - - - MAP ,w0-'-'-*� z.o0 - ,79._- SLOPE 0.02470FTIFTON . s,o0 "_____1]9_________ 6+00 NINEEmmiim- ffi - Il POST-DEVELOPED ANALYSIS POINT "' + - ,so'� `, S \, vs LONG BRANCH ROAD NCSR#1002 - _. \ ;' VARYING WIDTH PUBLIC RIGHT-OF-WAY '- �" Tr'W FPK _ -- \ 1.0"STORM O: 0.01 C.F.S. 0.03 A 1]] 1]6 \\ ------------- .a ', , I " 1]] -iT) ,svca--- Cv(10-YR)STORM O: 2.98 C.F.S. 0.72 A -_._______________-___ ---' ____________1]61]] T r � __________ / n --170---------------- Cv(25-YR)STORM O: 4.27 C.F.S. 0.95 AI 1� 6 Dew Cv(50-VR)STORM O: 5.15 C.F.S. 1.15 A / ei __________ _________________ __. ANDS N F -1 BTW DEVELOPMENT COMPANY 1NC-------I---------------------------- `"``_'_ ' LANDS N/F � I MARVIN E.SANDRA HAY JOHNSON, PLAT ID:2 2291 SCALE 1 30 _ �� I T.P.:02151500 1906 DEED BOOK ''-_______.181--------------____ \ , ' �' • PLAT ID:224274 _-.,]8.______________________________________________________ DEED BOOK&PAGE:4075-0164 ISSUE BLOCK • • ------_. F.H. 3. 9/2,24 AGENCY SUBMISSION D ' 2. AGENCY SUBMISSION % \ AGENCY SUBMISSION 1. 42224 MARK DATE DESCRIPTION SINMAOST PROJECT NO.: 2023218.00 LEGEND DATE: 04/22/2024 SUBAREA BOUNDARY SCALE: 1"=30' DRAWN BY: THMS I PROJ.MGR.: MDS TIME OF CONCENTRATION PATH - -- SHEET -1GRO0PB' SWM-POST SOIL BOUNDARY I� I� I� (SOIL GROUP F:WutoCADCI3I\Projects\2023\2023218\DWG\202321800-SWM-C3D21-NC.Ewg.Sep 23,2024-2:32pm A.3 Wet Pond Design Calculations Dollar General -Dunn Dunn, North Carolina 6 Step 1 Determine the surface area required based on SA/DA Ratio Coastal Tand Average Dept.MDC 1&2. Total Drainage Area 1.21 Acres Value from CAD Impervious Drainage Area 0.89 Acres Value from CAD Impervious Cover 73.55% Elevation of Permanent Pool Surface 176.25 ft Elevation of Wet Detention Pond Bottom 171.00 ft Value selected by designer(Excludes Sed.Storage) Permanent Pool Volume 12,622.00 cf From stage-storage calculations in HCAD Permanent Pool Elevation Surface Area 3,941.00 sf Value pulled from AutoCAD drawing of elevation Avg.Depth of Permanent Pool 3.20 ft Value from Avg.Depth Calculation[MDC 2;Equation 2] Required SA/DA Ratio 2.56 From SA-DA Table Interpolator&Piedmont NC Chart Required Permanent Pool Surface Area 1,351.46 sf Required Surface Area=(Required SA/DA Ratio)*(Total Drainage Area)/100 Provided Main Pond Permanent Pool Surface Area 3,941.00 sf From stage-storage calculations Step 2 Determine the Design Storage Elevation within the wet detention pond.MDC 2 and MDC 3. Runoff Coefficient,Rv 0.71 in/in Rv=0.05+0.009*(%Impervious) Required 1"Runoff Volume(Volume of temporary Pool) 3,127.25 cf 1"Runoff Volume=1 inch*Rv*1 foot/12 inch*(Total Drainage Area) Storage Elevation at Required Volume 176.40 Value from stage-storage table. Storage Elevation Provided 177.60 Value selected by designer(top of structure) Storage Volume Provided 8,712.00 cf Value is based upon stage-storage values.See HydroCAD stage-storage hydrographs. Step 3 Forebay Sizing MDC 5 Main Pond Volume 12,622.00 cf Main Pool Volume 15%Main Pond Volume 1,893.30 cf Forebay Volume=(Main Pond Volume)*15% 20%Main Pond Volume 2,524.40 cf Forebay Volume=(Main Pond Volume)*20% Provided Forebay Volume 2,273.00 cf Calculated in HydroCAD Forebay Percentage 18.01% Step 4a Verify the time required to drawdown the required runoff volume is within 2 to 5 days. MDC 7. Diameter of Low-Flow Orifice 1.25 in Value chosen by designer Area of Low-Flow Orifice 0.01 sf Storage Elevation for Required Volume 176.40 ft Value from above Head(Ho) 0.10 ft (Ho)=(Design Storm Staging Elev)-(Centroid oforifice elevation) Driving Head for Orifice Equation(Ho/3) 0.03 ft Ho/3 Coefficient of Discharge 0.64 Value chosen by designer Flowrate Through Low-Flow Orifice 0.01 CFS Q=Cd*(Pi)*[(Diameter of Orifice)*(1 ft/12 in)]^2/4*[2*32.2*(Averge Head)]^1/2 Drawdown Time for Required WQV 4.88 Days (Drawdown Time)=(Required Runoff Volume)/Q*(1 day/86400 seconds) Step 4b Verify the time required to drawdown the provided runoff volume is within 2 to 5 days. MDC 7. Storage Elevation for provided Volume ' 177.60 ft Value from above Head(Ho) 1.30 ft (Ho)=(Design Storm Staging Elev)-(Centroid oforifice elevation) Driving Head for Orifice Equation(Ho/3) 0.43 ft Ho/3 Coefficient of Discharge ' Value chosen by designer Flowrate Through Low-Flow Orifice 0.03 CFS Q=Cd*(Pi)*([(Diameter of Orifice)*(1 ft/12 in)]^2)/4*[2*32.2*(Averge Head)]^1/2 Drawdown Time for Provided WQV 3.74 Days (Drawdown Time)=(Provided Runoff Volume)/Q*(1 day/86400 seconds) 7S > 2L PRE - DA-2 AP-2 < 5S > > 3P 1L PRE - DA-1 Roadside Ditch AP-1 (Subca Reach 'On. It Routing Diagram for 20232180-PRE Prepared by Becker Morgan Group, Inc, Printed 9/19/2024 HydroCAD®10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 2 Time span=0.00-120.00 hrs, dt=0.10 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: PRE- DA-1 Runoff Area=2.393 ac 15.50% Impervious Runoff Depth=1.99" Flow Length=258' Tc=39.6 min CN=64 Runoff=3.21 cfs 0.397 af Subcatchment7S: PRE- DA-2 Runoff Area=1.678 ac 0.00% Impervious Runoff Depth=1.37" Flow Length=535' Tc=40.7 min CN=56 Runoff=1.36 cfs 0.192 af Pond 3P: Roadside Ditch Peak Elev=176.60' Storage=38 cf Inflow=3.21 cfs 0.397 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=3.21 cfs 0.397 af Link IL: AP-1 Inflow=3.21 cfs 0.397 af Primary=3.21 cfs 0.397 af Link 2L: AP-2 Inflow=1.36 cfs 0.192 af Primary=1.36 cfs 0.192 af Total Runoff Area = 4.071 ac Runoff Volume = 0.588 af Average Runoff Depth = 1.73" 90.89% Pervious = 3.700 ac 9.11% Impervious = 0.371 ac 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 5S: PRE - DA-1 Runoff = 3.21 cfs @ 12.39 hrs, Volume= 0.397 af, Depth= 1.99" Routed to Pond 3P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 10 YR Rainfall=5.61" Area (ac) CN Description 1.086 61 >75% Grass cover, Good, HSG B * 0.936 55 Woods, Good, HSG B 0.371 98 Paved parking, HSG B 2.393 64 Weighted Average 2.022 84.50% Pervious Area 0.371 15.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.2 54 0.0040 0.04 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 5.0 22 0.0044 0.07 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 8.3 24 0.0104 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 61 0.0098 0.49 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 54 0.0239 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 43 0.0505 3.37 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.6 258 Total 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 4 Subcatchment 5S: PRE - DA-1 Hydrograph I I I I I I ■Runoff 13 21 cfs 1 I I 1 1 I I I 1 1 I 1 1 3 k + 1 1 1 1 1 H 1 1- 1 1 Type 11-24-hr - 1 1 1 1 1 �11- I I I I I I I I I I I I 10 �R Rainfall=5. I' / 1 I I I I 1 I IRunbff Area=2.393 at 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Runoff VolumegQa97af N 2 i I I I I I Ku;ngff 11Depth=1.p9�' 11 I I 1 I 1 1 FIbw Length=258' LL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I 1 1 i ITc=39.16 min T 1 0Nz64 - 1 I 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 7S: PRE - DA-2 Runoff = 1.36 cfs @ 12.43 hrs, Volume= 0.192 af, Depth= 1.37" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 10 YR Rainfall=5.61" Area (ac) CN Description 1.378 55 Woods, Good, HSG B 0.300 61 >75% Grass cover, Good, HSG B 1.678 56 Weighted Average 1.678 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 100 0.0185 0.08 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 20.1 435 0.0052 0.36 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 40.7 535 Total Subcatchment 7S: PRE - DA-2 Hydrograph I I 0 Runoff 11.36 cfs I I 1 1 I I 1 1 1 1 I 1Type 1124-hr II 11 1110 TR Kainfall=5.01 ' I I Rbnbff-Area=1z6-76 ab 11 / I I I I I I I I RunofflVolume=0.192 of / I tu;nOff 11Depth=1.�7, I 11 I I I Flow Length=535' LL 1 Tc=40.7 min I I CN15 I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 6 Summary for Pond 3P: Roadside Ditch Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 1.99" for 10 YR event Inflow = 3.21 cfs @ 12.39 hrs, Volume= 0.397 af Outflow = 3.21 cfs @ 12.40 hrs, Volume= 0.397 af, Atten= 0%, Lag= 0.4 min Primary = 3.21 cfs @ 12.40 hrs, Volume= 0.397 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Peak Elev= 176.60'@ 12.40 hrs Surf.Area= 97 sf Storage= 38 cf Plug-Flow detention time=0.2 min calculated for 0.397 af(100% of inflow) Center-of-Mass det. time=0.2 min ( 884.5 - 884.3 ) Volume Invert Avail.Storage Storage Description #1 175.40' 8,490 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 10 6 6 177.00 154 82 88 178.00 5,550 2,852 2,940 179.00 5,550 5,550 8,490 Device Routing Invert Outlet Devices _ #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=3.21 cfs @ 12.40 hrs HW=176.60' (Free Discharge) t 1=RCP_Round 15" (Barrel Controls 3.21 cfs @ 3.44 fps) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 7 Pond 3P: Roadside Ditch Hydrograph / I I I I I I I I I I I I I ■Iflow 3.21 cfs I I I I ❑Primary 3.21 cfs I I 1 —I -Inflow AreaP2.3931-ac 3j ' aIIev=16.6d' I I I 1 1 tprgeJ30 cll O1 1 1 1 1 1 1 1 1-J.O!' o 2 Round Culvert 1- �I1 1 I I I I 1 1 ! 1 L JL 5*.6' /$ S=0.0o25 'I' 11 1 - 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 8 Summary for Link 1 L: AP-1 Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 1.99" for 10 YR event Inflow = 3.21 cfs @ 12.40 hrs, Volume= 0.397 af Primary = 3.21 cfs @ 12.40 hrs, Volume= 0.397 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 1 L: AP-1 Hydrograph I I I I 11 11 1 I I 1 I 1 I 1 1 1 I ■Inflow ` I 1321.cfs 11 1 1 1 1 1 1 1 I -■Primary 3.21)II 1- - - 1- + -1 - 1rt -1- L -I -Inflow Area=-2 3--3rtac 11 11 11 I I I I 1 1 1 1 1 1 3- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / L H — — + —1 — 14 -1— L — — + — 1H 1— HIT —11 111 1 11 11 1 H 1411 1 1 1 1 1 1 1 1 1 1 1 I 1 o / HH41 1_ L A _ _ L _1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1- / 1 1 1 1 1 1 1 1 I I I I 1 1- 0 1 1 1 1 1 1 1 1 I I I I 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Link 2L: AP-2 Inflow Area = 1.678 ac, 0.00% Impervious, Inflow Depth = 1.37" for 10 YR event Inflow = 1.36 cfs @ 12.43 hrs, Volume= 0.192 af Primary = 1.36 cfs @ 12.43 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 2L: AP-2 Hydrograph / I I ❑ Inflow 1.36 cfs I ❑Primary 13 c fs Inflow IlArea=1 .678 ac 1� V O T. I I I I I I I I Ant 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 10 Time span=0.00-120.00 hrs, dt=0.10 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: PRE- DA-1 Runoff Area=2.393 ac 15.50% Impervious Runoff Depth=0.00" Flow Length=258' Tc=39.6 min CN=64 Runoff=0.00 cfs 0.000 af Subcatchment7S: PRE- DA-2 Runoff Area=1.678 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=535' Tc=40.7 min CN=56 Runoff=0.00 cfs 0.000 af Pond 3P: Roadside Ditch Peak Elev=175.40' Storage=0 cf Inflow=0.00 cfs 0.000 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=0.00 cfs 0.000 af Link IL: AP-1 Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link 2L: AP-2 Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Total Runoff Area = 4.071 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 90.89% Pervious = 3.700 ac 9.11% Impervious = 0.371 ac 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 5S: PRE - DA-1 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 3P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 1" Rainfall Rainfall=1.00" Area (ac) CN Description 1.086 61 >75% Grass cover, Good, HSG B * 0.936 55 Woods, Good, HSG B 0.371 98 Paved parking, HSG B 2.393 64 Weighted Average 2.022 84.50% Pervious Area 0.371 15.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.2 54 0.0040 0.04 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 5.0 22 0.0044 0.07 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 8.3 24 0.0104 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 61 0.0098 0.49 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 54 0.0239 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 43 0.0505 3.37 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.6 258 Total 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 12 Subcatchment 5S: PRE - DA-1 Hydrograph 1 " I I I ' I I I ❑Runoff I I Type II 24-hr 1"; ROinfall Rainfall=1.0011" Runoff Area=2.393 ac F urnofif Volume=0.0010 of Rianbff Depthy0l001" (Flow Length=258' LL 1 1 II TC=39r6 nil CN=64 I I I I I I I I I I I 000 °0f5/////////%%%/////////%%///////%%%///////%///%%////%%///%////%%%///////%%//////%%///////%%%///////%%/////////%%///%////%%%///////%%%// 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 7S: PRE - DA-2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 1" Rainfall Rainfall=1.00" Area (ac) CN Description 1.378 55 Woods, Good, HSG B 0.300 61 >75% Grass cover, Good, HSG B 1.678 56 Weighted Average 1.678 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 100 0.0185 0.08 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 20.1 435 0.0052 0.36 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 40.7 535 Total Subcatchment 7S: PRE - DA-2 Hydrograph I I 1 I I 1 I I 1 I I 1 1 I 1 I I 1 I I 1 1 I I 1 1 ❑Runoff I 1 I I 1 I I I I I I 1 1 11 I I 1 I I I Type II 24-hr 1"; Rainfall F ainfaII 1 1001" I I I I I Runoff Area=1.678 ac I I I I I I I I I I I I I Iuno 1f Volume=0.0O0 af Runoff Depth=0l10011" 11 I I 1 I I 1 1Flow Length=535' 1 1 1 1 1 Tc=40r7 !nip I I I CNc56 I I I I I I I I I I I I i i I I I I I I I I I 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 14 Summary for Pond 3P: Roadside Ditch Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 0.00" for 1" Rainfall event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Peak Elev= 175.40'@ 0.00 hrs Surf.Area= 10 sf Storage= 0 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 175.40' 8,490 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 10 6 6 177.00 154 82 88 178.00 5,550 2,852 2,940 179.00 5,550 5,550 8,490 Device Routing Invert Outlet Devices _ #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=175.40' (Free Discharge) t 1=RCP_Round 15" ( Controls 0.00 cfs) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 15 Pond 3P: Roadside Ditch Hydrograph I I I I 1 ■Inflow I I I I I I ❑Primary Inflow Area=2.3931 ac iea Ieu=1 f5.1��' S`to-age'=Iq c'f I I I I I I I I I I I I 15.01' I I I I I Round Culvert LL 1 n=6.61 L�S .d' I I I I I I I I S=0.0025 '/' I I I I °°cfs 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 16 Summary for Link 1 L: AP-1 Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 0.00" for 1" Rainfall event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 1 L: AP-1 Hydrograph 1-/ ❑ Inflow ❑Primary Inflow lArea=2.393 Ilac N O T. 10.00 cfs 10.00 cfs/��/��// 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 17 Summary for Link 2L: AP-2 Inflow Area = 1.678 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1" Rainfall event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 2L: AP-2 Hydrograph I II IT1 1 1 I I I I I 11/ I ■Inflow ` ❑Primary I I I Inflow Area=1 .6/781ac I 1 1 I I i I I I I I 1 1 I I I I I I I I 1 1 I 1 1 I 1 I I i I i i I I 1 N I I I I I I I I I I 1 0 u_ I I I I I I I I I I I I I I I I i 'o.00 cfs 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 18 Time span=0.00-120.00 hrs, dt=0.10 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: PRE- DA-1 Runoff Area=2.393 ac 15.50% Impervious Runoff Depth=2.85" Flow Length=258' Tc=39.6 min CN=64 Runoff=4.73 cfs 0.568 af Subcatchment7S: PRE- DA-2 Runoff Area=1.678 ac 0.00% Impervious Runoff Depth=2.09" Flow Length=535' Tc=40.7 min CN=56 Runoff=2.24 cfs 0.292 af Pond 3P: Roadside Ditch Peak Elev=177.08' Storage=120 cf Inflow=4.73 cfs 0.568 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=4.62 cfs 0.568 af Link 1 L: AP-1 Inflow=4.62 cfs 0.568 af Primary=4.62 cfs 0.568 af Link 2L: AP-2 Inflow=2.24 cfs 0.292 af Primary=2.24 cfs 0.292 af Total Runoff Area = 4.071 ac Runoff Volume = 0.860 af Average Runoff Depth = 2.54" 90.89% Pervious = 3.700 ac 9.11% Impervious = 0.371 ac 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 5S: PRE - DA-1 Runoff = 4.73 cfs @ 12.38 hrs, Volume= 0.568 af, Depth= 2.85" Routed to Pond 3P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 25 YR Rainfall=6.80" Area (ac) CN Description 1.086 61 >75% Grass cover, Good, HSG B * 0.936 55 Woods, Good, HSG B 0.371 98 Paved parking, HSG B 2.393 64 Weighted Average 2.022 84.50% Pervious Area 0.371 15.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.2 54 0.0040 0.04 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 5.0 22 0.0044 0.07 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 8.3 24 0.0104 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 61 0.0098 0.49 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 54 0.0239 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 43 0.0505 3.37 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.6 258 Total 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 20 Subcatchment 5S: PRE - DA-1 Hydrograph 1- — 1— rt —1— - ■Runoff 5 / 1 14 73 cfs I I 1 I 1 I 1 1 1 1 1 1 1 - 1 I 1 I 1 1 1 1 1 (Type II'24-hr 4_, I I I I I I I I 25- tk-rainfall—6 O1 - - 1 / 1 1 1 1 1 1 1 1Runbff Area=2.393 ad 1 1 IIIII 1 1 - ,_ 1 I Runoff1VoIume-40 568 at - y 3 / l I Ou;ngff IIDepth=2.,0516' 1 ° - 1 1 1 1 1 1 1 1 1 1 FldwlLencgth=258' —1- 2--/ I I I I I I I 1 1 I 1 1 I ITc=39.6 min - 1 % I I 4 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 7S: PRE - DA-2 Runoff = 2.24 cfs @ 12.42 hrs, Volume= 0.292 af, Depth= 2.09" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 25 YR Rainfall=6.80" Area (ac) CN Description 1.378 55 Woods, Good, HSG B 0.300 61 >75% Grass cover, Good, HSG B 1.678 56 Weighted Average 1.678 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 100 0.0185 0.08 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 20.1 435 0.0052 0.36 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 40.7 535 Total Subcatchment 7S: PRE - DA-2 Hydrograph 1 1 I I 1 1 11 1 1 1 I I I I ■Runoff 1 12 24 cfs 1 I 1 1 I I 1 1 1 I Type 11124-h r 2� 11 II 215 Rlainfall=6. 0 . 1 1 1 I 1 1 1Runbff Area=1 .678 at 1 I I 1 I IIIII 1 1 ./ 1 11 I I 1 Runoff Volume=0.292 of 1 tu;ngff IIpepth 2.p916• o / -FiIawILength=535 LL 1 1 1 1 1 1 1 1 1 '✓ 1 1 1 1 I 1 1 I 1 1 Tc=40.7 min II 1 1 1 1 1 1 / CN 5L 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 22 Summary for Pond 3P: Roadside Ditch Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 2.85" for 25 YR event Inflow = 4.73 cfs @ 12.38 hrs, Volume= 0.568 af Outflow = 4.62 cfs @ 12.44 hrs, Volume= 0.568 af, Atten= 2%, Lag= 3.6 min Primary = 4.62 cfs @ 12.44 hrs, Volume= 0.568 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Peak Elev= 177.08'@ 12.42 hrs Surf.Area= 606 sf Storage= 120 cf Plug-Flow detention time=0.3 min calculated for 0.568 af(100% of inflow) Center-of-Mass det. time=0.2 min ( 873.8 - 873.6 ) Volume Invert Avail.Storage Storage Description #1 175.40' 8,490 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 10 6 6 177.00 154 82 88 178.00 5,550 2,852 2,940 179.00 5,550 5,550 8,490 Device Routing Invert Outlet Devices _ #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=4.63 cfs @ 12.44 hrs HW=177.06' (Free Discharge) t 1=RCP_Round 15" (Barrel Controls 4.63 cfs @ 3.79 fps) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 23 Pond 3P: Roadside Ditch Hydrograph 1 1 1 1 1 11 I 1 1 I 1 I "I- -r F T F F T Fl F T 7 FIF F T F IF T Fl F T T FIF f IF T ■Inflow 4.73 its 1 I 1 I 1 I I 1 I I 1 I 1 1 1 1 ❑Primary 11 5 462cfs I 1 I 1 11 I I 1 Inflow Area2.3931 ac 1 1 1 1 1 1 1 1 1 1 1 1 fr4k tree=1 P Oti 4 / I I I I I I 1 1 Slto a0e1120 cll I I I 1 I I 1 I 1 r T I T 1 — T rt 1 r - 1— T 1 — T rt 1 r J 15.01~ // 1 1 I II I I I I I I I I I o 3 I I I I I I I 1 I 1 I Round Culvert/_, 3 1 1 1 1 1 1 1 1 1 1 1,�}} ((��LL //-, 1 1 1 1 1 1 I 1 1 n=u.vi 4 2 1 1 1 IL 15 .d, I I I / r - I T I r 1- T 1 r -r1S O MO25 1' 1 / ' 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 24 Summary for Link 1 L: AP-1 Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 2.85" for 25 YR event Inflow = 4.62 cfs @ 12.44 hrs, Volume= 0.568 af Primary = 4.62 cfs @ 12.44 hrs, Volume= 0.568 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 1 L: AP-1 Hydrograph I 1 I 1 1 I 1 I I I I I 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I ❑ Inflow 5-/ I 114.6 ds I 1 1 I 1 I 1 I I 1 1 1 1 -❑Primary ,4.62 1 11 11 I I inflow(Area=2.i3931ac - _ 1_ + -1 - H -1 —1— 1- —I — I— H —I — H H —1— H I — I— H —I — 1 1 1 1 1 1 I 1 I I 1 I 4 1 I 1 I I 1 1 1 I I 1 I I i i 1 1 1 1 I 1 I I 1 I I 11 1 I 1 1 11 1 I 1 1 3 1 I I 1 I 1 I I 1 I I U 1 I I 1 I 1 I I 1 I I 3 L L _ I_ 1 _I _ L L _1 1_ L J 1_ L _I 0 LL 1 1 1 I 1 11 1 I 1 1 2 1 1 1 I I 1 I I 0 I I I I 1_ 7 —i — 1 1 • Allow 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Link 2L: AP-2 Inflow Area = 1.678 ac, 0.00% Impervious, Inflow Depth = 2.09" for 25 YR event Inflow = 2.24 cfs @ 12.42 hrs, Volume= 0.292 af Primary = 2.24 cfs @ 12.42 hrs, Volume= 0.292 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 2L: AP-2 Hydrograph I I I I I I 1 I 1 I I I I I I 1 I ■Inflow ` I224cfs I I I 1 I 1 1 I 1 I ■Primary1 122,f5 r I I I Inflow lArea=1 .167r81ac 1 I 11 11 I I I I 11 1 I 1 I 2" I I 1 I 1 I I I I I I I I 1 I 11 11 I I I I I I I I 1 I 11 11 I I I I I I I I 1 I - 11 11 11 I I I I I I I I 1 I 1 1 I 1 I 1 I I I I I I I I 1 I o 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 3 1— H — — + —I — H —1 —I— 1— 1 — 1— + — H H H H — — H —I 0 LL / 1 1 I 1 I 1 I I I I I I I I 1 1- 1 1 1 1 I I 1 1 - �0 I11 I I I I I I I I 1I - ; I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 26 Time span=0.00-120.00 hrs, dt=0.10 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment5S: PRE- DA-1 Runoff Area=2.393 ac 15.50% Impervious Runoff Depth=3.61" Flow Length=258' Tc=39.6 min CN=64 Runoff=6.08 cfs 0.721 af Subcatchment7S: PRE- DA-2 Runoff Area=1.678 ac 0.00% Impervious Runoff Depth=2.75" Flow Length=535' Tc=40.7 min CN=56 Runoff=3.04 cfs 0.384 af Pond 3P: Roadside Ditch Peak Elev=177.38' Storage=547 cf Inflow=6.08 cfs 0.721 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=5.69 cfs 0.721 af Link 1 L: AP-1 Inflow=5.69 cfs 0.721 af Primary=5.69 cfs 0.721 af Link 2L: AP-2 Inflow=3.04 cfs 0.384 af Primary=3.04 cfs 0.384 af Total Runoff Area = 4.071 ac Runoff Volume = 1.105 af Average Runoff Depth = 3.26" 90.89% Pervious = 3.700 ac 9.11% Impervious = 0.371 ac 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 5S: PRE - DA-1 Runoff = 6.08 cfs @ 12.38 hrs, Volume= 0.721 af, Depth= 3.61" Routed to Pond 3P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 50 YR Rainfall=7.79" Area (ac) CN Description 1.086 61 >75% Grass cover, Good, HSG B * 0.936 55 Woods, Good, HSG B 0.371 98 Paved parking, HSG B 2.393 64 Weighted Average 2.022 84.50% Pervious Area 0.371 15.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.2 54 0.0040 0.04 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 5.0 22 0.0044 0.07 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 8.3 24 0.0104 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 61 0.0098 0.49 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 54 0.0239 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 43 0.0505 3.37 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.6 258 Total 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 28 Subcatchment 5S: PRE - DA-1 Hydrograph I I I I - I I I I I ■Runoff ,1- 16 08 cfs l — I I —1 I + 1 I I —1 1— — I —f 1 — 6� I / 1 I I I I I I I I I Type II124-Ahr 1 I I I I Clad l ainfaII 7 9 fi fi fi rt t fi I I�r 6 5-v I / I I I I I 1 IRunbff Atea=2.393 at 1 1 1 1 1 1 1 1 1 I I 1 1 r 4� 1 1 - -1 - I- 7 -I- T -1- T -Ruinoff1VoIume=o-72- -af - y / I 1I I I I I u;nc IlDepthT3.'01" LL 3� / 1 I=Idw'Length=258' : I / 1 � � I I I I I I I I I I I I I I I I I I I I I I I I 1 ITc=39.6 min 2L I / I I I I I I I I I I I I I I (� L I 1 1 1 1 1 1 �TNI 61' 1 1 1 I 1 1 1 '1 / '1 ' 1 ' 1 ' 1 ' 1 1 / 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 7S: PRE - DA-2 Runoff = 3.04 cfs @ 12.41 hrs, Volume= 0.384 af, Depth= 2.75" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Type II 24-hr 50 YR Rainfall=7.79" Area (ac) CN Description 1.378 55 Woods, Good, HSG B 0.300 61 >75% Grass cover, Good, HSG B 1.678 56 Weighted Average 1.678 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 100 0.0185 0.08 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 3.71" 20.1 435 0.0052 0.36 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 40.7 535 Total Subcatchment 7S: PRE - DA-2 Hydrograph I I I I I I I I I ❑Runoff 1304 cfs I_ — —1 1— 4 3 1 1 1 I ,Type II 24-hr I 50 Kainfall=7.l9" 1 I I IRunbff Area=1 .678 at III 11 - T 1- T -Run tiVoIume=0:a8--af w 2_� I I I �. 1 1 1 1tulnOff,Depth2.1'751 LL FIdw'Length=535' III 11 . . ITc=40.7 min ONLS0 I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 30 Summary for Pond 3P: Roadside Ditch [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=26) Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 3.61" for 50 YR event Inflow = 6.08 cfs @ 12.38 hrs, Volume= 0.721 af Outflow = 5.69 cfs @ 12.48 hrs, Volume= 0.721 af, Atten= 6%, Lag= 5.9 min Primary = 5.69 cfs @ 12.48 hrs, Volume= 0.721 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Peak Elev= 177.38'@ 12.48 hrs Surf.Area= 2,231 sf Storage= 547 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=0.5 min ( 867.2 - 866.7 ) Volume Invert Avail.Storage Storage Description #1 175.40' 8,490 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 10 6 6 177.00 154 82 88 178.00 5,550 2,852 2,940 179.00 5,550 5,550 8,490 Device Routing Invert Outlet Devices _ #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=5.65 cfs @ 12.48 hrs HW=177.38' (Free Discharge) L1=RCP_Round 15" (Barrel Controls 5.65 cfs @ 4.61 fps) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 31 Pond 3P: Roadside Ditch Hydrograph / 1 1 , 1 1 1 1 1 1 I I I I I I I I I ■Inflow 6.08 c s I H - I- + -I - H H -1- 1 H - I- + -I - H H -I- -H H - I- + -1 ❑Primary 1 1 1 1 1 I 1 Inflow AreaP2.3931 ac 6 1569 cfs Y 2 1 1 1 1 1 1 1 1 ofAak tieu=1 7.13$, 5 / 1 1 1 1 1 1 1 I S*o a0e=547 cl V 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 15.011 4 1 1 1 1 1 1 1 I I 1 I I u L _I _ I_ 1 _I _ L 1 _1_ L _I _ I_ 1 _1 _ L Round- Culverta I I I I I n=6.(�1 LL 3 I I I I I I I I I I 2 l 1 1 1 1 ISQ 1 QO25 J' / I I I I I I I I I I I I I % 1 1 I 1 1 1 1 1 1 1 1 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 32 Summary for Link 1 L: AP-1 Inflow Area = 2.393 ac, 15.50% Impervious, Inflow Depth = 3.61" for 50 YR event Inflow = 5.69 cfs @ 12.48 hrs, Volume= 0.721 af Primary = 5.69 cfs @ 12.48 hrs, Volume= 0.721 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 1 L: AP-1 Hydrograph I I I I 11 11 I I I I I I I I 1- rt 1 r - T 1 1 1 T I 1- 1 -1- t 1 1- T -I ■Inflow sss ■Primary1 6 l56 °`5 1 11 11 I I Inflow 1Area=2.13931ac 77 - 1- T717777171- 7 77 T717T7 -17T71 - 17T -1 - 5 1 I 1 I 1 I I I I I I I I 1 I 1 1 I 1 1 1 I I I I III I 1 I 1 11 1 I 11 1 I 1 I 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 I 1 1 o 1 1 1 1 1 1 1 1 1 1 1 1 1 0 3 / 1 1 1 1 1 1 I I I I LL 1 1 1 1 1 1 1 1 1 1 1 / I I I I I I I I I I I I 2 1 1 11 1 I 1 ' 1 I I I I I 1 1 1 1 1 i 1 1 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - PRE 20232180-PRE Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/19/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 33 Summary for Link 2L: AP-2 Inflow Area = 1.678 ac, 0.00% Impervious, Inflow Depth = 2.75" for 50 YR event Inflow = 3.04 cfs @ 12.41 hrs, Volume= 0.384 af Primary = 3.04 cfs @ 12.41 hrs, Volume= 0.384 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs Link 2L: AP-2 Hydrograph / I I I I ❑ Inflow 304cfs H H H ❑Primary I304cfs.r Inflow lArea=1 .6781ac 3 o - _ jak 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) < 6S > > 2L POST - DA-2 AP-2 AD < 1S Wet Pon. POST- DA-1 < 5S > > 10P 1L POST - DA-3 Roadside Ditch AP-1 (Subca) Reach 'on• Link Routing Diagram for 20232180-POST Prepared by Becker Morgan Group, Inc, Printed 9/23/2024 HydroCAD®10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 2 Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: POST-DA-1 Runoff Area=1.211 ac 73.91% Impervious Runoff Depth=4.25" Tc=6.0 min CN=88 Runoff=8.63 cfs 0.429 af Subcatchment5S: POST- DA-3 Runoff Area=1.444 ac 30.96% Impervious Runoff Depth=2.68" Flow Length=291' Tc=39.4 min CN=72 Runoff=2.76 cfs 0.322 af Subcatchment6S: POST- DA-2 Runoff Area=1.429 ac 0.00% Impervious Runoff Depth=1.44" Flow Length=565' Tc=40.1 min CN=57 Runoff=1.27 cfs 0.172 af Pond 1P: Wet Pond Peak Elev=177.98' Storage=26,699 cf Inflow=8.63 cfs 0.429 af Primary=0.42 cfs 0.395 af Secondary=0.00 cfs 0.000 af Outflow=0.42 cfs 0.395 af Pond 10P: Roadside Ditch Peak Elev=176.55' Storage=611 cf Inflow=3.11 cfs 0.717 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=2.98 cfs 0.717 af Link IL: AP-1 Inflow=2.98 cfs 0.717 af Primary=2.98 cfs 0.717 af Link 2L: AP-2 Inflow=1.27 cfs 0.172 af Primary=1.27 cfs 0.172 af Total Runoff Area = 4.084 ac Runoff Volume = 0.923 af Average Runoff Depth = 2.71" 67.14% Pervious = 2.742 ac 32.86% Impervious = 1.342 ac 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: POST- DA-1 Runoff = 8.63 cfs @ 11.97 hrs, Volume= 0.429 af, Depth= 4.25" Routed to Pond 1 P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=5.61" Area (ac) CN Description 0.316 61 >75% Grass cover, Good, HSG B 0.895 98 Paved parking, HSG B 1.211 88 Weighted Average 0.316 26.09% Pervious Area 0.895 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: POST- DA-1 Hydrograph I I 1 1 I I 1 I I I I I I I I I I I 1 1 - - 1- 4 -1- -1 - I- -I- 4 -1- -I - - I- -1 - 1- 4 -I- - ■Runoff 9� 1 I8.63 cfs I 1 1 1 1 1 1 1 1 I I I I I 1 1 1 ,- _ -1- 1- -1 - 1- -1- -1- 1- -1 - - 1- 4 _Type-111-24-hr - I $� J 1 1 - -I - 11- 4 -I- 4- -11- 4- -; - 110 Kainf?IIT561 _ z 1 1 1 1 1 1 1Runbff AVea=1.211 ad 61-/ 1 1 1 1 1 I I 1 Runoff Volume=0.429 of 5� 1 / 1 1 I I 1 1 I u1n(4ff1D pyh79.'1"11� 1 1_ L _I _ 1_ HI _I_ J _1_ _H _I _ _ I_ J -I - 1 1e 111 - �` 4 - I 1 1 I I �►w'h p 3� 1 / 1 1 I I I I 1 I I I I I I I I I I I 2- 1 I 1 I I I I I I I I 1 1 1 � I �1 I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 5S: POST - DA-3 Runoff = 2.76 cfs @ 12.38 hrs, Volume= 0.322 af, Depth= 2.68" Routed to Pond 10P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=5.61" Area (ac) CN Description 0.930 61 >75% Grass cover, Good, HSG B 0.447 98 Paved parking, HSG B 0.067 55 Woods, Good, HSG B 1.444 72 Weighted Average 0.997 69.04% Pervious Area 0.447 30.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 58 0.0039 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 7.1 32 0.0038 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 4.2 10 0.0096 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 64 0.0107 0.52 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 53 0.0305 1.22 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0247 2.36 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.4 291 Total 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 5 Subcatchment 5S: POST - DA-3 Hydrograph - 1 1 1 1 1 - I I 1 - 3 - I I 1 I I 1 1 I I I I I I I 1 1 li Runoff 12.76 cfs 11 I I 1 I I 1 1 I I I I I I I 1 1 1 1 1 11 1 1 I I 1 1 I (Type Ili 24-hr 11 110 yk Rainfall 5.011 I I I 't noffA�-ea=1 44 at_ _ 21 1 1 I 1 1 1 11 I I 1 1 Runoff Volume=0.322 of 3 % u;nOff'DepthT2.'081' - 1 % Flow Length=291' - ji� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - - I i - 1 1- - -[ I - ITc=39.14 min- - ii, j/ 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 6S: POST - DA-2 Runoff = 1.27 cfs @ 12.43 hrs, Volume= 0.172 af, Depth= 1.44" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 10 YR Rainfall=5.61" Area (ac) CN Description 0.486 61 >75% Grass cover, Good, HSG B 0.943 55 Woods, Good, HSG B 1.429 57 Weighted Average 1.429 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 25 0.0440 0.19 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 3.71" 19.4 75 0.0120 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 18.5 465 0.0070 0.42 Shallow Concentrated Flow, SHALLOW CONC. Woodland Kv= 5.0 fps 40.1 565 Total Subcatchment 6S: POST - DA-2 Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ❑Runoff ' 1 1.27 cfs l 1 1 I I 1 I I 1 I I I I I I I 1 1 1 1 I 1 I I 1 I I 1 1 I IType II124-hr 1 1 1110 Yk kainfallT5.011' 1� 1 j I 1 I IRIunbff Area=1.429 at jI 1 1 1 1 Runoff1Volume=0.172 of , i<uf(De Q p 1 1 1 1 'n th=1.1a41" , 1 1 1 1 RIdwlLength=565' j11 11 1 Tc=40.1 min S CNL5'7 o .%/////////////k.i' :''''//////////// ///////////////////////////////////////////// ///////////////////// 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Pond 1 P: Wet Pond Inflow Area = 1.211 ac, 73.91% Impervious, Inflow Depth = 4.25" for 10 YR event Inflow = 8.63 cfs @ 11.97 hrs, Volume= 0.429 af Outflow = 0.42 cfs @ 13.01 hrs, Volume= 0.395 af, Atten= 95%, Lag= 62.7 min Primary = 0.42 cfs @ 13.01 hrs, Volume= 0.395 af Routed to Pond 10P : Roadside Ditch Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 10P : Roadside Ditch Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Starting Elev= 176.25' Surf.Area= 4,827 sf Storage= 14,895 cf Peak Elev= 177.98'@ 13.01 hrs Surf.Area= 8,294 sf Storage= 26,699 cf (11,805 cf above start) Plug-Flow detention time=5,403.1 min calculated for 0.053 of(12% of inflow) Center-of-Mass det. time= 1,531.2 min ( 2,321.8 - 790.6 ) Volume Invert Avail.Storage Storage Description _ #1 171.00' 33,553 cf Overall Pond Vol. (Prismatic)Listed below(Recalc) 35,826 cf Overall - 2,273 cf Embedded = 33,553 cf #2 172.00' 2,273 cf Forebay Volumen (Prismatic)Listed below(Recalc) Inside #1 35,826 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 171.00 890 0 0 172.00 1,628 1,259 1,259 173.00 2,337 1,983 3,242 174.00 3,124 2,731 5,972 175.00 3,863 3,494 9,466 176.00 4,631 4,247 13,713 176.25 4,827 1,182 14,895 177.25 7,314 6,071 20,965 178.00 8,314 5,861 26,826 179.00 9,686 9,000 35,826 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 172.00 194 0 0 173.00 321 258 258 174.00 534 428 685 175.00 683 609 1,294 176.00 844 764 2,057 176.25 886 216 2,273 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 8 Device Routing Invert Outlet Devices #1 Primary 176.25' 18.0" Round RCP_Round 18" L= 51.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 176.25'/ 176.04' S= 0.0041 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 176.25' 1.0" Vert. Low Flow Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 177.60' 6.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 178.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 178.50' 20.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.42 cfs @ 13.01 hrs HW=177.98' (Free Discharge) -1=RCP_Round 18" (Passes 0.42 cfs of 7.38 cfs potential flow) -2=Low Flow Orifice (Orifice Controls 0.03 cfs @ 6.27 fps) -3=Orifice/Grate (Orifice Controls 0.38 cfs @ 1.99 fps) -4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=176.25' (Free Discharge) 4-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pond 1 P: Wet Pond Hydrograph I i i I I I I I I + -1 -1- -I - I- 1 -I - I- t -I- I- t -1 -I- t- - ❑Inflow / 1 18.63 cfs 1 Outflow Primar i T 7 T I�red=i laQ ❑Secondary g� 1 1 1 1 1 1 1 1 1 1 1 �7 1#pl1 _ i /I 1 I I I I I I I I I 1 ClIrt I I 8- 1 I- L1 -I - 1- LL -I - 1- L -t -1Storage 261699-cf - - / 1 I I I I I I I 1 1 1 1 1 ? 1 1 7 1 1- -F 1 I1 ± 1 ITS I- tH 1 ± - / - 0 1 I I I I I I I 1 1 1I I I I I I I z 1 T I 1 1 17 1 1 T I 1 TI 1 1 I T 1 T ., 5� / g 1 1 1 1 1 I I 1 1 1 1 1 1 1 c _ i �I g 1 1 1 1 1 I I I I I 41/ / 1 _1L1 _ - - L1 _1 - 1- L L - 1 -1 -1- L _ - 1 I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3- - i + 1- 44 -1 - 1- 44 -I - 1- 44 -1 - - -r -1- - + - -1- - - I I 11 1 1 1 1 1 1 I I I I I I I 2, 0.42cfsMPS ice......... . ..... . . ...... ......... . ..... . . ...... ......... . 1- 10 000 cfs 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Pond 10P: Roadside Ditch [79] Warning: Submerged Pond 1 P Primary device # 1 INLET by 0.30' Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 3.24" for 10 YR event Inflow = 3.11 cfs @ 12.39 hrs, Volume= 0.717 af Outflow = 2.98 cfs @ 12.46 hrs, Volume= 0.717 af, Atten= 4%, Lag= 4.5 min Primary = 2.98 cfs @ 12.46 hrs, Volume= 0.717 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 176.55'@ 12.46 hrs Surf.Area= 1,364 sf Storage= 611 cf Plug-Flow detention time=2.9 min calculated for 0.717 af(100% of inflow) Center-of-Mass det. time=2.3 min ( 1,669.4 - 1,667.1 ) Volume Invert Avail.Storage Storage Description #1 175.40' 15,179 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 407 125 125 177.00 2,150 1,279 1,404 178.00 9,000 5,575 6,979 179.00 7,400 8,200 15,179 Device Routing Invert Outlet Devices #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=2.98 cfs @ 12.46 hrs HW=176.55' (Free Discharge) L1=RCP_Round 15" (Barrel Controls 2.98 cfs @ 3.37 fps) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 10 Pond 10P: Roadside Ditch Hydrograph / 1 1 1 1 1 1 1 I I I I I I I I I ■Inflow 3.11 ors 1 I I I I I I I I I I I I I ❑Primary �� 298 Z I I I I I I I Inflow AreaP2.655 ac 3� , i fak Ieu 1 S.115 1 _ � 1 1 1 1 1 1 1 1I �$ 0 a�+a=61I1 I Cif � I I I I I I I I I I I I I r w 2_ 1 1 1 1 ' Ili 11 J1.� 1 I 1 1 1 I 1 Round Culvert o 1 1 1 1 1 1 n=6.01 1- + - I- + -1 - 1- - - 4- + - I- + -1- + + 1 - r I I I I I I I I I I I IL I* 1-v 0 0.0025 IP 1 1 III 1 1 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 11 Summary for Link 1 L: AP-1 Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 3.24" for 10 YR event Inflow = 2.98 cfs @ 12.46 hrs, Volume= 0.717 af Primary = 2.98 cfs @ 12.46 hrs, Volume= 0.717 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 1 L: AP-1 Hydrograph / I I I I 1 1 1 1 1 1 1 1 1 1 ❑ Inflow ` - 712.98�I _❑Primary1 3 2.98 Ilnfilow lArea=2:6551ac 2—/ 1 1 1 1 1 - 1 1 1 I I I I 1 1 - 1 1 1 I I I I 1 1 0 LL - 1 11 1 1 1 1 1 I — r - 1 T —I — - r -1 • %% jam% 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 10 YR Rainfall=5.61" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 12 Summary for Link 2L: AP-2 Inflow Area = 1.429 ac, 0.00% Impervious, Inflow Depth = 1.44" for 10 YR event Inflow = 1.27 cfs @ 12.43 hrs, Volume= 0.172 af Primary = 1.27 cfs @ 12.43 hrs, Volume= 0.172 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 2L: AP-2 Hydrograph / ❑ Inflow 1 1 27 cfs I ❑Primary I'2,fs IllnflowllArea=1 .42911ac 1- %� I I I I I I I I I - LL jj %j /�j I I I I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 13 Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: POST-DA-1 Runoff Area=1.211 ac 73.91% Impervious Runoff Depth=0.25" Tc=6.0 min CN=88 Runoff=0.53 cfs 0.026 af Subcatchment5S: POST- DA-3 Runoff Area=1.444 ac 30.96% Impervious Runoff Depth=0.01" Flow Length=291' Tc=39.4 min CN=72 Runoff=0.00 cfs 0.001 af Subcatchment6S: POST- DA-2 Runoff Area=1.429 ac 0.00% Impervious Runoff Depth=0.00" Flow Length=565' Tc=40.1 min CN=57 Runoff=0.00 cfs 0.000 af Pond 1P: Wet Pond Peak Elev=176.40' Storage=15,657 cf Inflow=0.53 cfs 0.026 af Primary=0.01 cfs 0.025 af Secondary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.025 af Pond 10P: Roadside Ditch Peak EIev=175.48' Storage=3 cf Inflow=0.01 cfs 0.026 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=0.01 cfs 0.026 af Link IL: AP-1 Inflow=0.01 cfs 0.026 af Primary=0.01 cfs 0.026 af Link 2L: AP-2 Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Total Runoff Area = 4.084 ac Runoff Volume = 0.027 af Average Runoff Depth = 0.08" 67.14% Pervious = 2.742 ac 32.86% Impervious = 1.342 ac 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: POST- DA-1 Runoff = 0.53 cfs @ 11.98 hrs, Volume= 0.026 af, Depth= 0.25" Routed to Pond 1 P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 1" Rainfall Rainfall=1.00" Area (ac) CN Description 0.316 61 >75% Grass cover, Good, HSG B 0.895 98 Paved parking, HSG B 1.211 88 Weighted Average 0.316 26.09% Pervious Area 0.895 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: POST- DA-1 Hydrograph 1 1 1 1 1 1 1 1 1 1 1 11 1 I I 1 ,I- -1 - 1- -I - 1 - - I- 4 -1- - 1- 4 -I- + -1 - 1- 4 - 1- -I - 1- 4 El Runoff 0.55-" I 10.53 cfs 11 I I 1 1 1 I I 1 I I 1 1 I I 1 0.5� � -1 —j 77 - 17T -1777 - 77717r 717 1 7 Type 1124-hr 0.45� / I I I I I �11";Rtinl�faII Ral�IS11+ 1.106.•- - - / - - 1 - - 1- + 1- - - 4 II-Ru�iio`f�fAr�ela=�l2�i'-ac- 0 .4 1- -I / 1 1 1 I I I I I 1 � unott-volume N`1� of 0.35_ 1 1 1 1 1 1 1 1 1 1 1 1 turf D h=L.2.5" 3 0.8� 1 1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1n r 1 1 _c = H -/ + -1 - + + - 1- + -1- + H I- I I - I -[ c=6.1lt min- ' 0.25 / I I / 1 I I 1 1 1 1 1 1 1 1 1 I 1 -‘1"-‘1- I / 1 I 1 1 I 1 1 I 1 1 0.2_ 1 _1 - L J - 1- + I- L J I- _1 - 1 A - 1- L 1 L _L 0.15� 1 V - t- - - I- t -1- t - 1- t- -I - 1- t - 0.1- I 1 1 1 1 1 1 1 1 1 1 0.05:-/ � I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 5S: POST - DA-3 Runoff = 0.00 cfs @ 18.26 hrs, Volume= 0.001 af, Depth= 0.01" Routed to Pond 10P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 1" Rainfall Rainfall=1.00" Area (ac) CN Description 0.930 61 >75% Grass cover, Good, HSG B 0.447 98 Paved parking, HSG B 0.067 55 Woods, Good, HSG B 1.444 72 Weighted Average 0.997 69.04% Pervious Area 0.447 30.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 58 0.0039 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 7.1 32 0.0038 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 4.2 10 0.0096 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 64 0.0107 0.52 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 53 0.0305 1.22 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0247 2.36 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.4 291 Total 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 16 Subcatchment 5S: POST - DA-3 Hydrograph /- L I L I L _1_ L 1 L - L _1 - _1 L _1 1 1 1 L - 0.002_' _ 4 1 ' 1 H 4 1 H I 1 4 I H 1 1 L _I I 1 I H — ■Runoff 0.002_' ,_ I — I fo.00 c1s H 1 —1— H —I — 1— I —I— H —1 — I— 4 —I— H —I — 1— 4 —1— 1— — 0.002 � 41 j% 41LI ,r1 1 �T�Ne12hr_ 0.002 ,- 4 -I- 4 -1- 4 -I - I- 4 -I- -1F� 111a]11 a - - 'I—i- - o.001 - -h I j 1 fi -I- H -I 1 4 1 1- H Ru nroff rea=1'-.444 ac 1 1 -1- fi -1 - 1- rt -1- fi -1 - 1- —1- fi -� 1-1 - - 0.001 1 % %1 rt fi 7 fi �1Af u�4 #�F+sA7f y 0.001 i 7 r 1 1 r 1 7 r ��zn �• 0.001 I 7 —I— 7 —1 — 7 —I— 7 —1 — IR Ilbff —I 7Q.Q17 - u. 0.001_ _ % 1 1=1ZDW��tf�t�f�2�'f' 1 1 1 1 1 1 1 1 1 1 1 1 1"1 0.001 Y — % 0.0011 _ 1 1 1 1 1 1 1 1 1 1 1 1 1 cN=12 0.000� _ 1 _ % 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.0001 _ -1 r -i 1 1 I 1 I 1 1 I I 1 1 1 1 1 1 1 1 0.0001 1 _1- L _I - 1- L _I_ L -1 - _I_ L _I - 1- 1 _1 _ L - 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 6S: POST - DA-2 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 1" Rainfall Rainfall=1.00" Area (ac) CN Description 0.486 61 >75% Grass cover, Good, HSG B 0.943 55 Woods, Good, HSG B 1.429 57 Weighted Average 1.429 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 25 0.0440 0.19 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 3.71" 19.4 75 0.0120 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 18.5 465 0.0070 0.42 Shallow Concentrated Flow, SHALLOW CONC. Woodland Kv= 5.0 fps 40.1 565 Total Subcatchment 6S: POST - DA-2 Hydrograph 1 S' I I I I I - I I I I ❑Runoff I Type 1124-h r '1"' Rainfall=1.1901" Runoff Area=1.429 ac Runoff 4oljume=0.006 of 1 RUnbff Depth10'001" 11 I I (Flow Length=565' I Tc=40'1ni� I CN=57 I I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 18 Summary for Pond 1 P: Wet Pond Inflow Area = 1.211 ac, 73.91% Impervious, Inflow Depth = 0.25" for 1" Rainfall event Inflow = 0.53 cfs @ 11.98 hrs, Volume= 0.026 af Outflow = 0.01 cfs @ 20.99 hrs, Volume= 0.025 af, Atten= 98%, Lag= 540.6 min Primary = 0.01 cfs @ 20.99 hrs, Volume= 0.025 af Routed to Pond 10P : Roadside Ditch Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 10P : Roadside Ditch Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Starting Elev= 176.25' Surf.Area= 4,827 sf Storage= 14,895 cf Peak Elev= 176.40'@ 20.99 hrs Surf.Area= 5,205 sf Storage= 15,657 cf (763 cf above start) Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,344.8 min ( 2,218.8 - 874.0 ) Volume Invert Avail.Storage Storage Description #1 171.00' 33,553 cf Overall Pond Vol. (Prismatic)Listed below(Recalc) 35,826 cf Overall - 2,273 cf Embedded = 33,553 cf #2 172.00' 2,273 cf Forebay Volumen (Prismatic)Listed below(Recalc) Inside #1 35,826 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 171.00 890 0 0 172.00 1,628 1,259 1,259 173.00 2,337 1,983 3,242 174.00 3,124 2,731 5,972 175.00 3,863 3,494 9,466 176.00 4,631 4,247 13,713 176.25 4,827 1,182 14,895 177.25 7,314 6,071 20,965 178.00 8,314 5,861 26,826 179.00 9,686 9,000 35,826 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 172.00 194 0 0 173.00 321 258 258 174.00 534 428 685 175.00 683 609 1,294 176.00 844 764 2,057 176.25 886 216 2,273 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 19 Device Routing Invert Outlet Devices #1 Primary 176.25' 18.0" Round RCP_Round 18" L= 51.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 176.25'/ 176.04' S= 0.0041 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 176.25' 1.0" Vert. Low Flow Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 177.60' 6.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 178.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 178.50' 20.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.01 cfs @ 20.99 hrs HW=176.40' (Free Discharge) -1=RCP_Round 18" (Passes 0.01 cfs of 0.09 cfs potential flow) -2=Low Flow Orifice (Orifice Controls 0.01 cfs @ 1.60 fps) -3=Orifice/Grate ( Controls 0.00 cfs) -4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=176.25' (Free Discharge) L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pond 1 P: Wet Pond Hydrograph 1 1 1 I I I I I I /I t -t -1 - I- t H -I- I- t - -I - I- t H -I - ■Inflow I 0.5 cfs I I++�� El Outflow / / lPw1 Yea L 1 __ ❑Primary T 4 c 0 Secondary 0.55 / in / - TT TT 1- 7 -1PI6ak @V V�y ,- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 / 1 1 1 1 1 1 1 1 Storalge=151,657 cif , 1 0.45 / ,1 / 1 I I I 1 1 1 I 1 I I I I 1 - -1- I- -k -1 - I- 4 -1- I- 4 -1 - 1- 4 -1 - 0.4 / /I w 0.35 / /1 / I 1 I I I 1 1 1 1 1 I I I I 1 0.3 i ,1- �I c / / 1 / 1 1 I 1 II II II I I 1 I LL 0.25 / i1 1 i 1 1 1 1 1 1 1 1 1 I I I I 1 02 1 ;� I I I 1 1 1 1 1 I I I I 1 0.15 / iI 1 I I I 1 1 1 1 1 I I I I 1 0.1 ��O�cfs 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 20 Summary for Pond 10P: Roadside Ditch Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 0.12" for 1" Rainfall event Inflow = 0.01 cfs @ 18.87 hrs, Volume= 0.026 af Outflow = 0.01 cfs @ 18.97 hrs, Volume= 0.026 af, Atten= 0%, Lag= 6.1 min Primary = 0.01 cfs @ 18.97 hrs, Volume= 0.026 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 175.48'@ 18.97 hrs Surf.Area= 65 sf Storage= 3 cf Plug-Flow detention time=8.1 min calculated for 0.026 af(100% of inflow) Center-of-Mass det. time= 5.5 min ( 2,166.0 - 2,160.5 ) Volume Invert Avail.Storage Storage Description #1 175.40' 15,179 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 407 125 125 177.00 2,150 1,279 1,404 178.00 9,000 5,575 6,979 179.00 7,400 8,200 15,179 Device Routing Invert Outlet Devices _ #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=0.01 cfs @ 18.97 hrs HW=175.48' (Free Discharge) t 1=RCP_Round 15" (Barrel Controls 0.01 cfs @ 0.63 fps) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 21 Pond 10P: Roadside Ditch Hydrograph /11 1 1 I 1 1 I 1 I 1 I I 1 I 1 I 1 I I 1 I ■Inflow 0.0117 i - - ■Primary =i 1 o.of°fs , 1 I 1 1 I 1 I 1 1 I 1 I 1 I I 1 _ I_ _ 0.011= / 0.01 cfs . �ii flow Ap �2 65 0.11/ / /- - //// I I— _ 1 l_ _I I -1111F rRF 1� 0.01-' i fi - 1 1 - 1- -1 -I- 1 -I- fit - I- - I- fi'p-�I,_I C 0.009 / - 1 I I I I I ,I �- 11 1 -5 0.008__' i zQ4' A = -77 0.007 / 7 r 7 -r- 1 fit fi1 t 1_ 15I O 1.7 0.007 / 77. r 7 1 T 7 I T - I T 71 1 T - I T 1 1 - 0006-' , i ' 1 1 1 1 1 1 1 1 I RounctCulvert = / d05 A- % 1 � I- 7 _I_ t -1 _ I_ 1- -I I 1- I =O. + _LL o.0 / 7 7 — % � �ILi /7 . 1 T' II 0.003 i 0.0021 i + -1�1 I- -F -1- ♦- + -I- % - I- + - 1 - I- + -1 - - 0.0021i / /$ r rt 1 r 7 �/// �/Gi - -I I I - 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 22 Summary for Link 1 L: AP-1 Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 0.12" for 1" Rainfall event Inflow = 0.01 cfs @ 18.97 hrs, Volume= 0.026 af Primary = 0.01 cfs @ 18.97 hrs, Volume= 0.026 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 1 L: AP-1 Hydrograph rt -I- 1- I -1 I 1 1 fi -I - I- fi -I - I- fi —1 — 1— t —1 — 1— - I 1 I 1 I 1 1 I 1 I 1 I I 1 I 1 I 1 I I 1 I ■Inflow 0.011, i " oo1 - ■Primary1 0.0117/ i l01 . 0.01 - / - 4 1- 1- 4 -1- 4- 4 -1- 4- Inflow Area=2.6551ac - 0.01 ' i fi i I 1- 4 I 1- -1I t 1 I t -I 1 t I I t I 1 - 0.0097 i ,E 7 I I I I I I I I I I I I I I I I I I 0.009Y / /7 - - - 0.0084/ i I I I I I I I I I I I I I I I I I I - 0.008_' i ,I —1 % 4 1 4- 4 —1— 4- 4- — 1— 4- - — 1 4- 1 — 1— t � 1— - 1 — 1— - 0.007_ i /'/, fi � /-, � —I— 1— � —I— t 1 — I— � � — 1— t —1 — 1— t —1 — 1— - 77 — — — T7 — — T —I — — T —I _ 1_ r _1 _ I_ r _1 _ I_ w 0.006=' / 0.006: z 17 0 0.005_' i )- I_ 4 ,� 4- 4 -I- 4- _1 - I- 4- _1 - I- 4- -1 - 1- 4- -1 - 1- - Li 0.005_ i 1- H -1 - H -1- t H - 1- t H - 1- t -1 - 1- t -1 - 1- - 0.004=' i �� 1 -1- � 1' �j% I T I T 1- T 1- t I I 0.004_' i � - I I I I I I I I I I I I I 0.003_ / /4 - 0.0022 ' i7 I- 4 1 -HH — I— * —I — I— + —I — I— - 0.001 / %%%� ---1 — I— 0.000 ' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 1"Rainfall Rainfall=1.00" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 23 Summary for Link 2L: AP-2 Inflow Area = 1.429 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1" Rainfall event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 2L: AP-2 Hydrograph 1 ❑ Inflow ❑Primary Inflow lArea=1 .429 ac N O T. 0.00 cfs I 0.00 cfs,�� 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 24 Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: POST-DA-1 Runoff Area=1.211 ac 73.91% Impervious Runoff Depth=5.40" Tc=6.0 min CN=88 Runoff=10.79 cfs 0.545 af Subcatchment5S: POST- DA-3 Runoff Area=1.444 ac 30.96% Impervious Runoff Depth=3.66" Flow Length=291' Tc=39.4 min CN=72 Runoff=3.80 cfs 0.440 af Subcatchment6S: POST- DA-2 Runoff Area=1.429 ac 0.00% Impervious Runoff Depth=2.18" Flow Length=565' Tc=40.1 min CN=57 Runoff=2.04 cfs 0.260 af Pond 1P: Wet Pond Peak Elev=178.27' Storage=29,149 cf Inflow=10.79 cfs 0.545 af Primary=0.81 cfs 0.510 af Secondary=0.00 cfs 0.000 af Outflow=0.81 cfs 0.510 af Pond 10P: Roadside Ditch Peak Elev=176.89' Storage=1,180 cf Inflow=4.60 cfs 0.951 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=4.27 cfs 0.951 af Link IL: AP-1 Inflow=4.27 cfs 0.951 af Primary=4.27 cfs 0.951 af Link 2L: AP-2 Inflow=2.04 cfs 0.260 af Primary=2.04 cfs 0.260 af Total Runoff Area = 4.084 ac Runoff Volume = 1.245 af Average Runoff Depth = 3.66" 67.14% Pervious = 2.742 ac 32.86% Impervious = 1.342 ac 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 1S: POST- DA-1 Runoff = 10.79 cfs @ 11.97 hrs, Volume= 0.545 af, Depth= 5.40" Routed to Pond 1 P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=6.80" Area (ac) CN Description 0.316 61 >75% Grass cover, Good, HSG B 0.895 98 Paved parking, HSG B 1.211 88 Weighted Average 0.316 26.09% Pervious Area 0.895 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: POST- DA-1 Hydrograph /I- 1- - rt -I- fi -1- 1- -I - ram — fi -I - r 12- I 1 I I 1 I I I I I I 1 I I 1 1 ■Runoff I1°.79�1 1 III I I 1 1 1 I 1 1 11� - -1 _ _ 1_ _1_ Typeal4-24-hr % 5_*k kairifoli6,0016, 9 ! ribf Abe =",2-1a -ad 8_ Ip.1.., 1w '`,I In C ,�� - t H H - I - -1 T -IR W nOffF-V-o =O.545 a � 6� / Fl-fff rJT' yJ 2 _ / — — I— —I— _L —I— —I — — I— � � - �` 5� 1 I I I I I I I I I I I I I I I pII /+ v T I- 7 -1T —I— T -1 � � 1T1 \J► _ I I 1 1 I I 1 1 I I 1 1 I I 1 1 — 3-/ I I I II II II 1 1 1 1 1 1 1 H T — — H H 1— 4 —I T —1— T —1 T 1 H 2-' 1 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 5S: POST - DA-3 Runoff = 3.80 cfs @ 12.35 hrs, Volume= 0.440 af, Depth= 3.66" Routed to Pond 10P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=6.80" Area (ac) CN Description 0.930 61 >75% Grass cover, Good, HSG B 0.447 98 Paved parking, HSG B 0.067 55 Woods, Good, HSG B 1.444 72 Weighted Average 0.997 69.04% Pervious Area 0.447 30.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 58 0.0039 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 7.1 32 0.0038 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 4.2 10 0.0096 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 64 0.0107 0.52 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 53 0.0305 1.22 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0247 2.36 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.4 291 Total 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 27 Subcatchment 5S: POST - DA-3 Hydrograph I I I ❑Runoff 41 I 1 3.80 cfs 1 1 I 1 I 1 I 1 1 I 1 I 1 1 1 I 1 I 1 I 1 1 I (Type Ili 24-hr 1 1 1 I 1I 215 K 1�lainfaII=6.006 31 ' 1' ' I ' ' I ' ' 'Runbff Awed=1.444 at _ 1 I I 1 I I 1 I I 1 1 I I III I I 1 I I 1 RunofflVolume-0.440 of 1 I 1 1 I I � fIp h' ' 2' ,— — — —I— kI I I � I 1— I I— � InfIV � � 3.PVI 2 FIowLength=291' I I I 1 LL i 1 i 1 i 1 1 i ITc=39.4 min • 1 • -/ ' o � 1 // 11 _ I j �� %%„, ,z,/////////////////////////%//////////////////,, „z„„z„z„„z„z„„z„z„„z„z„„z„z„/z„z„zz,„/////////////////////////////////////,„ 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 6S: POST - DA-2 Runoff = 2.04 cfs @ 12.39 hrs, Volume= 0.260 af, Depth= 2.18" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 25 YR Rainfall=6.80" Area (ac) CN Description 0.486 61 >75% Grass cover, Good, HSG B 0.943 55 Woods, Good, HSG B 1.429 57 Weighted Average 1.429 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 25 0.0440 0.19 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 3.71" 19.4 75 0.0120 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 18.5 465 0.0070 0.42 Shallow Concentrated Flow, SHALLOW CONC. Woodland Kv= 5.0 fps 40.1 565 Total Subcatchment 6S: POST - DA-2 Hydrograph I I 1 1 I I 1 I I 1 I I I I 1 I I 1 1 I I I 1 1 I I 1 I I 1 I I 1 1 1 1 I I 1 1 ■Runoff 1 2.04 crs 11 I L 1 1 1 I L L 1 LA I 1 I _ 2 I I 1 1 I I 1 1 1 1 1 Type 11124-hr jII 2115 _i _ainfa11T6.,001 IRunbff Area=1.429 arc j I Runoff1Volume=0.260 af j 1 Oulnciff 1Dppth=2181 L0 11 1 -FldW 1Ce-ngfh=565T I I I Tc=40.1 min I I I CNI5'7 I I I I I I I 1 1 1 I 1 1 1 1 o 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 29 Summary for Pond 1 P: Wet Pond Inflow Area = 1.211 ac, 73.91% Impervious, Inflow Depth = 5.40" for 25 YR event Inflow = 10.79 cfs @ 11.97 hrs, Volume= 0.545 af Outflow = 0.81 cfs @ 12.52 hrs, Volume= 0.510 af, Atten= 93%, Lag= 33.4 min Primary = 0.81 cfs @ 12.52 hrs, Volume= 0.510 af Routed to Pond 10P : Roadside Ditch Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 10P : Roadside Ditch Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Starting Elev= 176.25' Surf.Area= 4,827 sf Storage= 14,895 cf Peak Elev= 178.27'@ 12.52 hrs Surf.Area= 8,689 sf Storage= 29,149 cf (14,254 cf above start) Plug-Flow detention time=3,447.2 min calculated for 0.168 of(31% of inflow) Center-of-Mass det. time= 1,219.4 min ( 2,003.4 - 784.0 ) Volume Invert Avail.Storage Storage Description #1 171.00' 33,553 cf Overall Pond Vol. (Prismatic)Listed below(Recalc) 35,826 cf Overall - 2,273 cf Embedded = 33,553 cf #2 172.00' 2,273 cf Forebay Volumen (Prismatic)Listed below(Recalc) Inside #1 35,826 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 171.00 890 0 0 172.00 1,628 1,259 1,259 173.00 2,337 1,983 3,242 174.00 3,124 2,731 5,972 175.00 3,863 3,494 9,466 176.00 4,631 4,247 13,713 176.25 4,827 1,182 14,895 177.25 7,314 6,071 20,965 178.00 8,314 5,861 26,826 179.00 9,686 9,000 35,826 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 172.00 194 0 0 173.00 321 258 258 174.00 534 428 685 175.00 683 609 1,294 176.00 844 764 2,057 176.25 886 216 2,273 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 30 Device Routing Invert Outlet Devices #1 Primary 176.25' 18.0" Round RCP_Round 18" L= 51.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 176.25'/ 176.04' S= 0.0041 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 176.25' 1.0" Vert. Low Flow Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 177.60' 6.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 178.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 178.50' 20.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.81 cfs @ 12.52 hrs HW=178.27' (Free Discharge) -1=RCP_Round 18" (Passes 0.81 cfs of 8.25 cfs potential flow) -2=Low Flow Orifice (Orifice Controls 0.04 cfs @ 6.78 fps) -3=Orifice/Grate (Orifice Controls 0.77 cfs @ 3.08 fps) -4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=176.25' (Free Discharge) 4-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pond 1 P: Wet Pond Hydrograph rt -I -I- r 1 - 1- -r1 -1- I- - rrt - - I- fi - 1 1 1 1 I 1 I I I I I I I I I I I I I I I ■Inflow zr ® 11 1 1 1 1 1 I/t,I. 1 1 1 ❑PrinEI flowry 12- z /r r T 1 T 1 T f "Iowan- ea-ri zi I lac ❑Secondary / 1 I- 4 1 k -I 1 -I Pa�k�1;e �177" 11_ I / 1 1 1 1 I y1, y. 1 I •y� 1 10� , /1 / 1 1 I 1 I 1 I 1 I IStol ahe=29' 149 cf 9� /- :- 1- I- - 1- t - 1 T -1 1- r am - 1- i- -1- 1- fi - , i 1 1 1 1 1 1 1 1 1 I I I I I 1 1 1 87-' ' /1 / 1 I I 1 1 1 I 1 I I I I I I I 1 1 w 7� / it / 1 1 T I 1 1 T 1 I T 1 1 I T 1 1 T 1 I T $ : / / I / 1 - _ I_ L _I _I_ I_ -I _I_ I_ _L _I _ I_ L -I -1- 1- - 3 6� i / `� 5- z / /1 /I I I 1 I 1 I 1 II I I I I I 1 1 i 1 1 1 1 1 1 1 1 1I I I I I 11 1 3 ./ / ,1 I 1 1 1 1 1 1 1 1I I I I I I 1 I 0.81 cfs 1= /%%%%%`l/%%////// %//////%%/////////%//////%%///%///%/////////%//////%///%//////%//////%///%/////////%///%//////%//////%//////%//// 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 31 Summary for Pond 10P: Roadside Ditch [79] Warning: Submerged Pond 1 P Primary device # 1 INLET by 0.64' Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 4.30" for 25 YR event Inflow = 4.60 cfs @ 12.38 hrs, Volume= 0.951 af Outflow = 4.27 cfs @ 12.49 hrs, Volume= 0.951 af, Atten= 7%, Lag= 6.6 min Primary = 4.27 cfs @ 12.49 hrs, Volume= 0.951 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 176.89'@ 12.49 hrs Surf.Area= 1,960 sf Storage= 1,180 cf Plug-Flow detention time=3.1 min calculated for 0.950 of(100% of inflow) Center-of-Mass det. time=2.6 min ( 1,474.3 - 1,471.7 ) Volume Invert Avail.Storage Storage Description #1 175.40' 15,179 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 407 125 125 177.00 2,150 1,279 1,404 178.00 9,000 5,575 6,979 179.00 7,400 8,200 15,179 Device Routing Invert Outlet Devices #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=4.27 cfs @ 12.49 hrs HW=176.89' (Free Discharge) L1=RCP_Round 15" (Barrel Controls 4.27 cfs @ 3.73 fps) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 32 Pond 10P: Roadside Ditch Hydrograph 1 1 1 I I I I I I MIrnl 5--/ l 4.60 cfs I I 1 1 I I I 1 I 1 1 I 1 ❑Primary Inflow AreaP2.655 ac 4.27 cfs — -r —1— t- —1 — — t — — t- — — t t 4 1 1 1 reai lev=1 S.180' ji II �jto ra'g =1 ,1'180 cif 1 1 1 1 1 I I 1 1 15.0" 3 / I 1 1 ' I I I I 1 1 I I I I Round Culvert o LL I I I I I I n- T 2 I I I I I I I IL�Sd' r 7 1 T I I— I— T I I— Tr IScr.0025 tr 1 1 1 1 1 1 1 ' 1 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 33 Summary for Link 1 L: AP-1 Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 4.30" for 25 YR event Inflow = 4.27 cfs @ 12.49 hrs, Volume= 0.951 af Primary = 4.27 cfs @ 12.49 hrs, Volume= 0.951 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 1 L: AP-1 Hydrograph I I I I 11 11 1 I I 1 I 1 I 1 1 1 I ■Inflow - I II427. I I 1 I 1 1 I I 1 I -■Primary1 - I4 cfs.271 - -r —1 - 1 rt —1— fi —I -I1nflow Area=2-76-55--ac- 41 I I 11 11 1 1 1 1 1 1 1 1 1 1 1 1 _ II . , 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 - II 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 31 1 1 1 11 i 1 1 1 1 1 I 1 11 1 1 1 1 1 - 1 1 % 1 11 1 1 1 1 1 c _ / 1 I / 11 11 I I 11 1 I 1 I LT_ 21 I I I 1 I 1 1 1 1 1 1 1 1 - I I 11 11 I I 1 1 1 1 1 I - I I 11 11 1 1 1 1 1 1 1 - , i 1 1 1 1 1 1 1 1 1 11 1 I j% 1 I 1 1 1 1 1 1 1 / 1 1 1 1 1 /% 1 1 1 1 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 25 YR Rainfall=6.80" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 34 Summary for Link 2L: AP-2 Inflow Area = 1.429 ac, 0.00% Impervious, Inflow Depth = 2.18" for 25 YR event Inflow = 2.04 cfs @ 12.39 hrs, Volume= 0.260 af Primary = 2.04 cfs @ 12.39 hrs, Volume= 0.260 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 2L: AP-2 Hydrograph / ❑ Inflow I204cfs I - ❑Primary '204 cfs '' Inflow Area 1 .429 ac 2- - LL 1 • • j ' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 35 Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchmentl S: POST-DA-1 Runoff Area=1.211 ac 73.91% Impervious Runoff Depth=6.36" Tc=6.0 min CN=88 Runoff=12.58 cfs 0.642 af Subcatchment5S: POST- DA-3 Runoff Area=1.444 ac 30.96% Impervious Runoff Depth=4.51" Flow Length=291' Tc=39.4 min CN=72 Runoff=4.70 cfs 0.543 af Subcatchment6S: POST- DA-2 Runoff Area=1.429 ac 0.00% Impervious Runoff Depth=2.85" Flow Length=565' Tc=40.1 min CN=57 Runoff=2.75 cfs 0.340 af Pond 1 P: Wet Pond Peak Elev=178.52' Storage=31,360 cf Inflow=12.58 cfs 0.642 af Primary=1.15 cfs 0.603 af Secondary=0.19 cfs 0.005 af Outflow=1.34 cfs 0.607 af Pond 10P: Roadside Ditch Peak Elev=177.23' Storage=2,090 cf Inflow=6.03 cfs 1.150 af 15.0" Round Culvert n=0.012 L=52.0' S=0.0025 '/' Outflow=5.15 cfs 1.150 af Link IL: AP-1 Inflow=5.15 cfs 1.150 af Primary=5.15 cfs 1.150 af Link 2L: AP-2 Inflow=2.75 cfs 0.340 af Primary=2.75 cfs 0.340 af Total Runoff Area = 4.084 ac Runoff Volume = 1.525 af Average Runoff Depth = 4.48" 67.14% Pervious = 2.742 ac 32.86% Impervious = 1.342 ac 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 1S: POST- DA-1 Runoff = 12.58 cfs @ 11.97 hrs, Volume= 0.642 af, Depth= 6.36" Routed to Pond 1 P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 50 YR Rainfall=7.79" Area (ac) CN Description 0.316 61 >75% Grass cover, Good, HSG B 0.895 98 Paved parking, HSG B 1.211 88 Weighted Average 0.316 26.09% Pervious Area 0.895 73.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: POST- DA-1 Hydrograph /I- if - I- rt .- rt -I- t -I- t -I - rrt - 1- rt -1- t -1 - r - 14_ I- L _ _ I _ L 1_ L _1 L _1_ L _I _ L A I L 1 L I L _ ■Runoff 13 -/ 1 12.58 cis 1 1 I I 1 I I I I I I I I I I I I I I I I 1 I I 1 1 I I 1 1 I I ITyrpel li441-r 11 / I I0 - - -I- I - - 11 1INlainf41171 .11VI � / 1 ' ' I 1 1RunbfP Area=1.211 ad 7 - - 1- 7 -1- T -1- T -1 - 1- 7 - I- T -1- T -1 - 7 / .1 - - -4 - 1- 4 -1- - -IRunoffVV-olurne0.642a - 71 � �/ 1 1 1 I I I I I �� rI �T�r�p _c = 4- 1 - / - t -1 - - 1- fi -1- t -1- t -1 - - I-T�y-610 lrni n - u. 61/ /+I 1 / 1 1 1 1 I I I I I I I I I I 1 CN88 4:/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -1 4 - - 1- 4 - - T -1- -I - -1- T -1 - - 3y 2� 4- 1 1 1 " 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 5S: POST - DA-3 Runoff = 4.70 cfs @ 12.35 hrs, Volume= 0.543 af, Depth= 4.51" Routed to Pond 10P : Roadside Ditch Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 50 YR Rainfall=7.79" Area (ac) CN Description 0.930 61 >75% Grass cover, Good, HSG B 0.447 98 Paved parking, HSG B 0.067 55 Woods, Good, HSG B 1.444 72 Weighted Average 0.997 69.04% Pervious Area 0.447 30.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.8 58 0.0039 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 7.1 32 0.0038 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 3.71" 4.2 10 0.0096 0.04 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 2.1 64 0.0107 0.52 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.7 53 0.0305 1.22 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.5 74 0.0247 2.36 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 39.4 291 Total 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 38 Subcatchment 5S: POST - DA-3 Hydrograph 1 'F I I 1 I I 1 1 I I 1 1 I 1 I 1 1 I I Runoff 5- 1 I I I 1 I 1 1 I 1 1 I 1 1 1 4.70 cfs 1 I 1 I 1 1 1 1 1 1 (Type II 24j-hr 1 4 1 � K1 infall=7.I/91 - 1 I I 1 I I 1 1 I 'Runbff Area=1 .444 at - -% _L 1 4_ 1 4 -L 1 1- RunmffIVOI Meg0.543-af - y 3- % 1 II ou;ngff'1D pth'4.',5116' LL - I 'I 7 I T '1 1F , 1I-7 -1- w'1 Lena'th=291' - 21 I j I I I I I 1 1 I 1 1 I ITc=39.4 min /% 1 1 1 1 mill (�A' 1 ,% 1 1 1 1 1 1 1 1 I c N 7* 11 1 % I I I I I I 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 6S: POST - DA-2 Runoff = 2.75 cfs @ 12.39 hrs, Volume= 0.340 af, Depth= 2.85" Routed to Link 2L : AP-2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 50 YR Rainfall=7.79" Area (ac) CN Description 0.486 61 >75% Grass cover, Good, HSG B 0.943 55 Woods, Good, HSG B 1.429 57 Weighted Average 1.429 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 25 0.0440 0.19 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 3.71" 19.4 75 0.0120 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.71" 18.5 465 0.0070 0.42 Shallow Concentrated Flow, SHALLOW CONC. Woodland Kv= 5.0 fps 40.1 565 Total Subcatchment 6S: POST - DA-2 Hydrograph _ 1 _Ill _I _ I_ L _I_ 1 _1_ L _1 _ LL _ I_ 3—' 1 I I 1 1 I I 1 I I 1 I I 1 1 i I 1 1 ❑Runoff 12.75 cfs 1 I I I I I 1 1 I 1 I I 1 1 1 I Type III 24-hr 5'10 pi kalnfal177.1(91 j Runbff_Awea-1 429 a _ 2 I RunofflVolume 0.340 af y 1< I Q'ff un De th= �2. 5I�' I p � j I FIdwlLength=565' - -1- fi rrt - 1- Tc=40.1min 1 1 1 CN5'7 I 1 1 I I I I 1 I I ///// „ 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 40 Summary for Pond 1 P: Wet Pond Inflow Area = 1.211 ac, 73.91% Impervious, Inflow Depth = 6.36" for 50 YR event Inflow = 12.58 cfs @ 11.97 hrs, Volume= 0.642 af Outflow = 1.34 cfs @ 12.33 hrs, Volume= 0.607 af, Atten= 89%, Lag= 21.7 min Primary = 1.15 cfs @ 12.33 hrs, Volume= 0.603 af Routed to Pond 10P : Roadside Ditch Secondary= 0.19 cfs @ 12.33 hrs, Volume= 0.005 af Routed to Pond 10P : Roadside Ditch Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Starting Elev= 176.25' Surf.Area= 4,827 sf Storage= 14,895 cf Peak Elev= 178.52'@ 12.33 hrs Surf.Area= 9,031 sf Storage= 31,360 cf (16,465 cf above start) Plug-Flow detention time=2,431.1 min calculated for 0.265 of(41% of inflow) Center-of-Mass det. time= 1,050.5 min ( 1,830.1 - 779.6 ) Volume Invert Avail.Storage Storage Description #1 171.00' 33,553 cf Overall Pond Vol. (Prismatic)Listed below(Recalc) 35,826 cf Overall - 2,273 cf Embedded = 33,553 cf #2 172.00' 2,273 cf Forebay Volumen (Prismatic)Listed below(Recalc) Inside #1 35,826 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 171.00 890 0 0 172.00 1,628 1,259 1,259 173.00 2,337 1,983 3,242 174.00 3,124 2,731 5,972 175.00 3,863 3,494 9,466 176.00 4,631 4,247 13,713 176.25 4,827 1,182 14,895 177.25 7,314 6,071 20,965 178.00 8,314 5,861 26,826 179.00 9,686 9,000 35,826 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 172.00 194 0 0 173.00 321 258 258 174.00 534 428 685 175.00 683 609 1,294 176.00 844 764 2,057 176.25 886 216 2,273 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 41 Device Routing Invert Outlet Devices #1 Primary 176.25' 18.0" Round RCP_Round 18" L= 51.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 176.25'/ 176.04' S= 0.0041 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 176.25' 1.0" Vert. Low Flow Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 177.60' 6.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 178.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 178.50' 20.0' long + 2.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.13 cfs @ 12.33 hrs HW=178.52' (Free Discharge) -1=RCP_Round 18" (Passes 1.13 cfs of 9.55 cfs potential flow) -2=Low Flow Orifice (Orifice Controls 0.04 cfs © 7.19 fps) -3=Orifice/Grate (Orifice Controls 0.98 cfs @ 3.93 fps) -4=Orifice/Grate (Weir Controls 0.11 cfs @ 0.49 fps) Secondary OutFlow Max=0.17 cfs @ 12.33 hrs HW=178.52' (Free Discharge) L5=Broad-Crested Rectangular Weir(Weir Controls 0.17 cfs @ 0.38 fps) Pond 1 P: Wet Pond Hydrograph 1 -I -I- - - I- 1 -I- I- I- rt -I- I- fi 1 k - 1 1- T -1 1 14 1 1 4 1 1 - ❑Inflow 1zsscfs _ L _1 1_ L _I _I- I- 1 L 1 - - �1 I- L _/ / Outflow ❑primary 14� / / In roWare�_ lac 0 Secondary 13 / /1 / 1 1 1 1 1 1 I Plaaie 1h 1 78.Sll 12 / / / /I / 1 1 1 1 1 1 1 1 Igg - / / / I- 1 -1 - 1- 1- 1 -1- 1- t -1 -1Stotade�-31-'360c# - 11: / / - 1I- 411L - 11T - 1141 1 - 10 -/ / / / /1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 9 -/ / / / /1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 w 8y / /1 �I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -2, - / l 7-I F T T T T T F T T T 7� / 1 `� 6iv / / / /H / 1- - HL11LH11THI1HT11HH11H - 5_ / / / /1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 -/ z / z /1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 /1 1.34 ds 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ® , 1 //// //////%/%//////////////////%//////%//%///////////////////////%//////%//////%///%///%/////////%//////%///%///%//////%////////7 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 42 Summary for Pond 10P: Roadside Ditch [79] Warning: Submerged Pond 1 P Primary device # 1 INLET by 0.98' Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 5.20" for 50 YR event Inflow = 6.03 cfs @ 12.35 hrs, Volume= 1.150 af Outflow = 5.15 cfs @ 12.53 hrs, Volume= 1.150 af, Atten= 15%, Lag= 10.7 min Primary = 5.15 cfs @ 12.53 hrs, Volume= 1.150 af Routed to Link 1L : AP-1 Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 177.23'@ 12.53 hrs Surf.Area= 3,746 sf Storage= 2,090 cf Plug-Flow detention time=3.5 min calculated for 1.150 of(100% of inflow) Center-of-Mass det. time= 3.1 min ( 1,370.4 - 1,367.3 ) Volume Invert Avail.Storage Storage Description #1 175.40' 15,179 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 175.40 10 0 0 176.00 407 125 125 177.00 2,150 1,279 1,404 178.00 9,000 5,575 6,979 179.00 7,400 8,200 15,179 Device Routing Invert Outlet Devices #1 Primary 175.42' 15.0" Round RCP_Round 15" L= 52.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 175.42'/ 175.29' S= 0.0025 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=5.15 cfs @ 12.53 hrs HW=177.23' (Free Discharge) L1=RCP_Round 15" (Barrel Controls 5.15 cfs @ 4.20 fps) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 43 Pond 10P: Roadside Ditch Hydrograph / 1 1 11 1 1 1 1 I I I I I ■Inflow 1-6°3 cfs 1 - 1 -r 1 I- -1 - 1- -I -r 1 I- rt 1 1- -II rt ❑Primary I I Inflow AreaP2.655� ac 6 1515cfs 1 1 iey-rr1l•12 5 j I 1 1 torallg =?,d90 cif 4 I 1 I I 1 1 I 11511 °Iri ( o $ 1- -I - 1- -L -I - I- 4 -I- A- -I - 1- 4 -I - I- Round-Cul e t LI 3 1 1 1 1 1 1 1 n= 6.01 2 % Tig- I 1 I 1 I 1 1 IL7S •18 II j% I StO.00 s7 I' �'- 1 1 i 1 1 � 1 i 1 1 i 1 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 44 Summary for Link 1 L: AP-1 Inflow Area = 2.655 ac, 50.55% Impervious, Inflow Depth > 5.20" for 50 YR event Inflow = 5.15 cfs @ 12.53 hrs, Volume= 1.150 of Primary = 5.15 cfs @ 12.53 hrs, Volume= 1.150 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 1 L: AP-1 Hydrograph I I I I 1 I 1 I 1 1 ❑ Inflow ` 1-5.15cfs I D Primary 515cfs Inflow lArea=2.6551ac 5 !, 1 I I I I I1 I 4 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LL 1— H — I— t —1 — H -1 —1— 1— —I — I— t —1 — H -t —1— H H — I— t —1 — 1 1 1 1 1 1 1 1 1 I I I I 1 1 2 0 / 1 1 1 1 1 1 I I I I 1 1 1 1 1 I I 1 1 I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) 2023218.00 - Dollar General Dunn - POST 20232180-POST Type 1124-hr 50 YR Rainfall=7.79" Prepared by Becker Morgan Group, Inc Printed 9/23/2024 HydroCAD® 10.20-5a s/n 01093 ©2023 HydroCAD Software Solutions LLC Page 45 Summary for Link 2L: AP-2 Inflow Area = 1.429 ac, 0.00% Impervious, Inflow Depth = 2.85" for 50 YR event Inflow = 2.75 cfs @ 12.39 hrs, Volume= 0.340 af Primary = 2.75 cfs @ 12.39 hrs, Volume= 0.340 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Link 2L: AP-2 Hydrograph / ❑ Inflow 3 - 1275.cfs I ❑Primary 1275 cfs� InflowlArea=1 .429 ac %� II II II II II II II II II jj I I I I I I I I I 2 a jj I I I I I I I I I // %j I I I I I I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) A.4 Wet Pond EZ Supplement Form Dollar General - Dunn Dunn, North Carolina 8 SUPPLEMENT-EZ COVER PAGE FORMS LOADED PROJECT INFORMATION 1 Project Name DOLLAR GENERAL-DUNN -. 2 Project Area(ac) 2.26 3 Coastal Wetland Area(ac) 0 4 Surface Water Area(ac) 0 5 Is this project High or Low Density? High 6 Does this project use an off-site SCM? No COMPLIANCE WITH 02H.1003(4) 7 Width of vegetated setbacks provided(feet) __ _ _ 30 6 WiU the vegetated setback remain vegetated? Yes 9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(40-d)? N/A 10 Is streambank stabilization proposed on this project? No NUMBER AND TYPE OF SCMs:11 Infiltration System 12 Bloretention Cell 13 Wet Pond 1 14 Stormwater Wetland 15 Permeable Pavement 16 Sand Filter 17 Rainwater Harvesting(RWH) 16 Green Roof 19 Level Spreader-Filter Strip(LS-FS) 20 Disconnected Impervious Surface(DIS) 21 Treatment Swale 22 Dry Pond 23 StormFilter 24 Silva Cell 25 Bayfilter 26 Filterra FORMS LOADED 1DESIGNER CERTIFICATION 27 Name and Title: Michael Riemann,Principal 28 0 .anization: _ Becker Morgan Group Street address: 3333 Jaeckle Drive,Suite 120 30 ,State,Zip: Wilmington,NC 28443 ®Phone number(s): 9103417600 ®Email: MRiemann@BeckerMorgan.com Certification Statement: I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans, specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here Deslaner ``,`,,rr%rrrr,,,, �Q�OF SSy; r Signet of Designer S�l • • 049463 C.F,yd1NEEP.•4.'' C' r.rr rr r.r.. Date DRAINAGE AREAS 1 Is this a high density project? Yes 2 If so,number of drainage areas/SCMs 1 3 Does this project have low density areas? No 4 If so,number of low density drainage areas 0 Is all/part of this project subject to previous rule 5 versions? No FORMS LOADED DRAINAGE AREA INFORMATION Entire Site 1 4 Type of SCM Wet Pond 5 Total drainage area(sq ft) 98446 52707 6 Onsite drainage area(sq ft) 98446 52707 7 Offsite drainage area(sq ft) 0 0 8 Total BUA in project(sq ft) 43032 sf 38983 sf New BUA on subdivided lots(subject to permitting) 9 (sq ft) sf sf New BUA not on subdivided lots(subject to 10 permitting)(sf) 43032 sf 38983 sf 11 Offsite BUA(sq ft) 3090 sf sf 12 Breakdown of new BUA not on subdivided lots: -Parking(sq ft) 25831 sf 24872 sf -Sidewalk(sq ft) 3471 sf 3471 sf -Roof(sq ft) 10640 sf 10640 sf -Roadway(sq ft) sf sf -Future(sq ft) sf sf -Other,please specify in the comment box below(sq ft) sf sf New infiltrating permeable pavement on 13 subdivided lots(sq ft) sf sf New infiltrating permeable pavement not on 14 subdivided lots(sq ft) sf sf Existing BUA that will remain(not subject to 15 permitting)(sq ft) sf sf 16 Existing BUA that is already permitted(sq ft) sf sf 17 Existing BUA that will be removed(sq ft) sf sf 18 Percent BUA 44% 74% 19 Design storm(inches) 1.0 in 20 Design volume of SCM(cu ft) 3128 cf 21 Calculation method for design volume Simple Method ADDITIONAL INFORMATION _ Please use this space to provide any additional information about the 22 drainage area(s): "Entire Site"section reserved for all area within the Limit of Disturbance (LOD).This includes all the BUA listed in column 1,the section of BUA Onsite at the entrance draining to the ROW due NCDOT design standards,and the proposed right turn lane improvements."Column 1" includes DA-1 and only BUA that drains to the SCM. WET POND 1 Drainage area number 1 I 2 Minimum required treatment volume(Cu ft) 3128 cf GENERAL MDC FROM 02H.1050 3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes 4 Is the SCM located away from contaminated soils? Yes 3:1 (2:1 below veg. 5 What are the side slopes of the SCM(H:V)? shelf) 6 Does the SCM have retaining walls,gabion walls or other engineered No side slopes? 7 Are the inlets,outlets,and receiving stream protected from erosion Yes (10-year storm)? 8 Is there an overflow or bypass for inflow volume in excess of the Yes design volume? 9 What is the method for dewatering the SCM for maintenance? Pump(preferred) 10 If applicable,will the SCM be cleaned out after construction? Yes 11 Does the maintenance access comply with General MDC(8)? Yes 12 Does the drainage easement comply with General MDC(9)? Yes 13 If the SCM is on a single family lot,does(will?)the plat comply with N/A General MDC(10)? 14 Is there an O&M Agreement that complies with General MDC(11)? Yes 15 Is there an O&M Plan that complies with General MDC(12)? Yes 16 Does the SCM follow the device specific MDC? Yes 17 Was the SCM designed by an NC licensed professional? Yes WET POND MDC FROM 02H.1053 ' 18 Sizing method used SA/DA 19 Has a stage/storage table been provided in the calculations? Yes 20 Elevation of the excavated main pool depth(bottom of sediment 170.50 removal)(fmsl) 21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 171.00 22 Elevation of the bottom of the vegetated shelf(fmsl) 176.25 _ 23 Elevation of the permanent pool(fmsl) 176.25 24 Elevation of the top of the vegetated shelf(fmsl) 177.25 _ 25 Elevation of the temporary pool(fmsl) 176.40 26 Surface area of the main permanent pool(square feet) 3941 27 Volume of the main permanent pool(cubic feet) 12622 cf 28 Average depth of the main pool(feet) _ 3.20 ft 29 Average depth equation used Equation 2 30 If using equation 3,main pool perimeter(feet) _ N/A 31 If using equation 3,width of submerged veg.shelf(feet) N/A 32 Volume of the forebay(cubic feet) 2273 cf 33 Is this 15-20%of the volume in the main pool? Yes 34 Clean-out depth for forebay(inches) 6 in 35 Design volume of SCM(cu ft) 8712 cf 36 Is the outlet an orifice or a weir? Orifice 37 If orifice,orifice diameter(inches) 1.25 in. 38 If weir,weir height(inches) 39 If weir,weir length(inches) 40 Drawdown time for the temporary pool(days) 3.74 41 Are the inlet(s)and outlet located in a manner that avoids short- Yes circuiting? 42 Are berms or baffles provided to improve the flow path? No 43 Depth of forebay at entrance(inches) 51 in 44 Depth of forebay at exit(inches) 27 in 45 Does water flow out of the forebay in a non-erosive manner? Yes 46 Width of the vegetated shelf(feet) 6 ft 47 Slope of vegetated shelf(H:V) 6:1 Does the orifice drawdown from below the top surface of the 48 No permanent pool? 49 Does the pond minimize impacts to the receiving channel from the 1- Yes yr,24-hr storm? 50 Are fountains proposed?(If Y,please provide documentation that No MDC(9)is met.) 51 Is a trash rack or other device provided to protect the outlet system? Yes 52 Are the dam and embankment planted in non-clumping turf grass? Yes 53 Species of turf that will be used on the dam and embankment Red Fescue/Ryegrass 54 Has a planting plan been provided for the vegetated shelf? Yes ADDITIONAL INFORMATION 55 Please use this space to provide any additional information about the wet pond(s): Permanent pool at 176.25'with low flow orifice at 176.25'.1.0"storm event has a peak elevation of 176.51'.A 6"x 6"orifice is set at elevation 177.60'and the top of structure as well as the emergency weir are set at 178.50'Top of pond is 179.00'. Wet Pond 1 3:01 PM 9/23/2024 A.5 Wet Pond Operations & Maintenance Form Dollar General - Dunn Dunn, North Carolina 9 • Operation & Maintenance Agreement Project Name: DOLLAR GENERAL - DUNN Project Location: US HIGHWAY 301, DUNN, NC Cover Page Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location. Any deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s). The SCM(s) on this project include (check all that apply& corresponding O&M sheets will be added automatically): Infiltration Basin Quantity: Location(s): Infiltration Trench Quantity: Location(s): Bioretention Cell Quantity: Location(s): Wet Pond Quantity: 1 Location(s): On-site,Along U.S. 301 Stormwater Wetland Quantity: Location(s): Permeable Pavement Quantity: Location(s): Sand Filter Quantity: Location(s): Rainwater Harvesting Quantity: Location(s): Green Roof Quantity: Location(s): Level Spreader- Filter Strip Quantity: Location(s): Proprietary System Quantity: Location(s): Treatment Swale Quantity: Location(s): Dry Pond Quantity: Location(s): Disconnected Impervious Surface Present: No Location(s): User Defined SCM Present: No Location(s): Low Density Present: No Type: I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for each SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to the system or responsible party. Responsible Party: Rhetson Companies, Inc. Title & Organization: Jamie Encinosa, COO Street address: 2075 Juniper Lake Road City, state, zip: West End, NC 27376 Phone number(s): 910-944-0881 Email: Jamie@Rhetson.com Signature:t \ Date: ` �, 9 - i9 ZLI 1, V 1 C�` 0`1'eSC. , a Notary Public for the State of i OY4 ,� CCU(o1 l Y1,&. County of £1X ntt , do hereby certify that 3CLIAM S" �, � ►n oS� personally appeared before me this q�11 day of t- ",tM.� cD(SaL7 and acknowledge the due execution of the �rations any � '- -Hance g reeme Witness my hand and official sea, ,[,^/0 Z,•�pTA/Fy O U. a` Seal My commission expires Oq STORM-EZ 2/28/2024 Version 1.5 O&M Agreement Page 1 of 3 Wet Pond Maintenance Requirements Important operation and maintenance procedures: Immediately after the wet detention basin is established, the plants on the vegetated shelf and - perimeter of the basin should be watered twice weekly if needed, until the plants become established (commonly six weeks). No portion of the wet pond should be fertilized after the initial fertilization that is required to establish - the plants on the vegetated shelf. Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wet - pond. If the pond must be drained for an emergency or to perform maintenance, the flushing of sediment - through the emergency drain will be minimized as much as possible. At least once annually, a dam safety expert will inspect the embankment. Any problems that are - found will be repaired immediately. The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. After the wet pond is established, it will be inspected quarterly and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a known set location and shall be available upon request. Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately. SCM element: Potential problem: How to remediate the problem: The entire wet pond Trash/debris is present. Remove the trash/debris. The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to remove the gully, plant ground pond erosive gullies have cover and water until it is established. Provide lime and a one- formed. time fertilizer application. The inlet pipe is clogged Unclog the pipe. Dispose of the sediment off-site. (if applicable). The inlet pipe is cracked or otherwise damaged (if Repair or replace the pipe. The inlet device applicable). Erosion is occurring in the Regrade the swale if necessary and provide erosion control swale (if applicable). devices such as reinforced turf matting or riprap to avoid future problems with erosion. Sediment has accumulated to a depth Search for the source of the sediment and remedy the problem greater than the original if possible. Remove the sediment and dispose of it in a design depth for sediment location where it will not cause impacts to streams or the SCM. storage. The forebay Erosion has occurred. Provide additional erosion protection such as reinforced turf matting or riprap if needed to prevent future erosion problems. Weeds are present. Remove the weeds, preferably by hand. If pesticide is used, wipe it on the plants rather than spraying. 1 Wet Pond Maintenance Requirements (Continued) SCM element: Potential problem: How to remediate the problem: Sediment has accumulated to a depth Search for the source of the sediment and remedy the problem greater than the original if possible. Remove the sediment and dispose of it in a design sediment storage location where it will not cause impacts to streams or the SCM. depth. The main treatment area Algal growth covers over Consult a professional to remove and control the algal growth. 50% of the area. g Cattails, phragmites or Remove the plants by wiping them with pesticide (do not other invasive plants cover 50% of the basin surface. spray). Best professional practices show that pruning is needed to Prune according to best professional practices. maintain optimal plant health. The vegetated shelf Determine the source of the problem: soils, hydrology, Plants are dead, diseased disease, etc. Remedy the problem and replace plants. Provide or dying. a one-time fertilizer application to establish the ground cover if a soil test indicates it is necessary. Weeds are present. Remove the weeds, preferably by hand. If pesticide is used, wipe it on the plants rather than spraying. Shrubs have started to Remove shrubs immediately. grow on the embankment. Evidence of muskrat or Consult a professional to remove muskrats or beavers and beaver activity is present. repair any holes or erosion. The embankment A tree has started to grow Consult a dam safety specialist to remove the tree. on the embankment. An annual inspection by an appropriate professional shows that Make all needed repairs immediately. the embankment needs repair. Clogging has occurred. Clean out the outlet device and dispose of any sediment in a gg g location where it will not cause impacts to streams or the SCM. The outlet device The outlet device is Repair or replace the outlet device. damaged. Weeds or volunteer trees Remove the weeds or trees. are growing on the mat. Floating wetland island (if applicable) The anchor cable is damaged, disconnected or Restore the anchor cable to its design state. missing. 1 Wet Pond Maintenance Requirements (Continued) SCM element: Potential problem: How to remediate the problem: Erosion or other signs of damage have occurred at Repair the damage and improve the flow dissipation structure. the outlet. The receiving water Discharges from the wet pond are causing erosion Contact the local NCDEQ Regional Office. or sedimentation in the receiving water. 1 Wet Detention Pond Design Summary Wet Pond Diagram WET POND ID FOREBAY MAIN POND 1 Permanent Pool El. 176.25 Permanent Pool El. 176.25 Temporary Pool El: 176.4 Temporary Pool El: 176.4 Pretreatment other Clean Out Depth: 4.25 Clean Out Depth: 5.25 than forebay? No Sediment Removal El 172 Sediment Removal El 171 Has Veg. Filter? No Bottom Elevation: 171.5 Bottom Elevation: 170.5 ATTACH ADDITIONAL SHEETS IF NECESSARY 1 A.6 GEOTECHNICAL REPORT BY TERRACON Dollar General - Dunn Dunn, North Carolina 9 Dollar GeneralDunn Geotechnical Engineering Report November 16, 2023 I Terracon Project No. 70235209 Prepared for: Rhetson Companies Inc 2075 Juniper Lake Road West End, North Carolina 27376 Ilerracon Explore with us Nationwide • Facilities • Environmental ■ Geotechnical Terracon.com ■ Materials 2401 Brentwood Road, Suite 107 r rerracan Raleigh, NC 27604 P (919) 873-2211 North Carolina Registered Firm: F-0869 Terracon.com November 16, 2023 Rhetson Companies Inc 2075 Juniper Lake Road West End, North Carolina 27376 Attn: Nici Olesco P: 910-944-0881 E: nici@rhetson.com Re: Geotechnical Engineering Report Dollar General Dunn Long Branch Road Dunn, North Carolina Terracon Project No. 70235209 Dear Ms. Olesco: We have completed the scope of Geotechnical Engineering services for the above-referenced project in general accordance with Terracon Proposal No. P70235209 dated October 20, 2023. This report presents the findings of the subsurface exploration and provides geotechnical recommendations for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us. Sincerely, e/ Terracon Q s fiSio SEAL 04,16 Is I TF4 ' 1. Oft Y 0, ,. ',to �l�llllll��µ Taylor Y. Dowell, PE Tom Schipporeit, PE, BC.GE Department Manager I Senior Geotechnical Engineer Facilities I Environmental Geotechnical I Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina w ierracon November 16, 2023 I Terracon Project No. 70235209 Table of Contents Introduction 1 Project Description 1 Site Conditions 2 Geotechnical Characterization 3 Seismic Site Class 4 Geotechnical Overview 4 Earthwork 5 Site Preparation 5 Subgrade Preparation 5 Excavation 6 Fill Material Types 6 Fill Placement and Compaction Requirements 7 Utility Trench Backfill 8 Grading and Drainage 9 Earthwork Construction Considerations 9 Subgrade Protection 9 Construction Dewatering 9 Excavation Safety 10 Construction Observation and Testing 10 Shallow Foundations 11 Design Parameters - Compressive and Lateral Loads 11 Foundation Construction Considerations 12 Floor Slabs 13 Floor Slab Design Parameters 14 Floor Slab Construction Considerations 15 Pavements 15 General Pavement Comments 15 Pavement Design Parameters 15 Pavement Section Thicknesses 16 Pavement Drainage 18 Pavement Maintenance 19 General Comments 19 Figures GeoModel Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Attachments Exploration and Testing Procedures Photography Log Site Location and Exploration Plans Exploration and Laboratory Results Supporting Information Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the ■ierracon logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com. Refer to each individual Attachment for a listing of contents. Facilities I Environmental I Geotechnical I Materials ii Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Introduction This report presents the results of our subsurface exploration and Geotechnical Engineering services performed for the proposed Dollar General development to be located at the intersection of Long Branch Road and US Highway 301 S in Dunn, North Carolina. The geotechnical engineering Scope of Services for this project included the advancement of Cone Penetration Test (CPT) soundings, Macro-Core sampling, laboratory testing, engineering analysis, and preparation of this report. Drawings showing the site and CPT sounding locations are shown on the Site Location and Exploration Plan, respectively. The results of the laboratory testing performed on soil samples obtained from the site during our field exploration are included on the Macro-Core logs and as separate graphs in the Exploration Results section. Project Description Our initial understanding of the project was provided in our proposal and was discussed during project planning. Item Description Information Email communication with site plans provided on August 10, Provided 2023. The project includes a single-story retail building (Dollar Project General) with a footprint of approximately 10,640 square feet Description with heavy-duty paved parking and drive areas. There will be a stormwater control measure (SCM) on site. Building Steel frame Construction Slab-on-grade (non-basement) Finished Floor Not provided, assumed fill up to 1-2 feet above existing grades. Elevation Facilities I Environmental I Geotechnical I Materials 1 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • Terracon November 16, 2023 I Terracon Project No. 70235209 Item Description Anticipated structural loads were not provided. In the absence of information provided by the design team, we used the following loads in estimating settlement based on our Maximum Loads experience with similar projects. • Columns: 20 to 50 kips • Walls: Less than 3 kips per linear foot (klf) • Slabs: Less than 100 pounds per square foot (psf) Grading/Slopes Not provided, 2 feet of cut and 2 feet of fill is anticipated to develop final grade, excluding remedial grading requirements. Below-Grade Structures None. Free-Standing Retaining Walls None. We assume both rigid (concrete) and flexible (asphalt) pavement sections should be considered. Anticipated traffic is as follows: Pavements • Autos/light trucks: 500 vehicles per day • Light delivery and trash collection vehicles: 20 vehicles per week • Tractor-trailer trucks: <1 vehicle per week The pavement design period is 20 years. Stormwater A stormwater control measure is proposed on the eastern Management portion of the site. Building Code 2018 North Carolina State Building Code (based on 2015 International Building Code) Terracon should be notified if any of the above information is inconsistent with the planned construction, as modifications to our recommendations may be necessary. Site Conditions The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available topographic maps. Facilities I Environmental I Geotechnical I Materials 2 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina • Terracon November 16, 2023 I Terracon Project No. 70235209 Item Description The project is located at the intersection of Long Branch Road Parcel and US Highway 301 S in Dunn, North Carolina. Information (See Exhibit D) Project site is approximately 3.51 acres. Current Ground Trees, grass, and gravel Cover Existing Relatively level around elevation 180 feet MSL based on publicly Topography available topographic maps published by the USGS. Coastal Plain ■ Marine, alluvial, and aeolian sediments that were deposited during periods of fluctuating sea levels and Geologic Setting moving shorelines. ■ Relatively shallow (0 to 15 feet typical) groundwater ■ Site underlain by Cape Fear Formation, which consists of Cretaceous sandstone and sandy mudstone We also collected photographs at the time of our field exploration program. Representative photos are provided in our Photography Log. Geotechnical Characterization We have developed a general characterization of the subsurface conditions based upon our review of the previous subsurface explorations by others, the recent Terracon subsurface explorations, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of the site. Conditions observed at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results and the GeoModel can be found in the Figures attachment of this report. As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel. Model Layer Name General Description Layer 1 UPPER SAND MEDIUM DENSE SAND 2 CLAY VERY STIFF CLAY 3 LOWER SAND LOOSE SAND Facilities I Environmental I Geotechnical I Materials 3 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 The CPT soundings encountered groundwater or indications of groundwater (cave-in) at depths of 7.5 to 10 feet. Groundwater conditions may be different at the time of construction. Groundwater conditions may change because of seasonal variations in rainfall, runoff, and other conditions not apparent at the time of drilling. Long-term groundwater monitoring was outside the scope of services for this project. Seismic Site Class The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration test (SPT) resistance (N-values), or undrained shear strength in accordance with the 2018 North Carolina Building Code. Based on the soil properties observed at the site and as described on the exploration logs and results, our professional opinion is that a Seismic Site Classification of D be considered for the project. Geotechnical Overview The site appears suitable for the proposed construction based upon geotechnical conditions encountered in the CPT soundings, provided that the recommendations provided in this report are implemented in the design and construction phases of this project. Based on the conditions encountered and estimated load-settlement relationships, the proposed building can be supported on conventional continuous or spread footings bearing on undisturbed low-plasticity (PI<30) native soils or structural fill with an allowable bearing capacity of 3,000 psf. On-site soils are considered suitable to be used as structural fill materials. Our opinion of pavement section thickness design has been developed based on our understanding of the intended use, assumed traffic from previous Dollar General projects we have worked on with Rhetson, and subgrade preparation recommended herein using methodology contained in NAPA IS-109 "Design of Hot Mix Asphalt Pavements" and ACI 330 "Guide to Design and Construction of Concrete Parking Lots" and adjusted with consideration to the North Carolina Department of Transportation Pavement Design Manual (2019). The Pavements section includes minimum pavement component thickness. Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 The recommendations contained in this report are based upon the results of field and laboratory testing (presented in the Exploration Results), engineering analyses, and our current understanding of the proposed project. The General Comments section provides an understanding of the report limitations. Earthwork Earthwork is anticipated to include clearing and grubbing, stripping, excavations, and structural fill placement. The following sections provide recommendations for use in the preparation of specifications for earthwork. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements. Site Preparation Prior to placing fill, existing vegetation, topsoil, and rootmat should be removed. Complete stripping of the topsoil and rootmat should be performed in the proposed building,parking/driveway areas, and stormwater control measure area. Mature trees are located within or near the footprint of some of the proposed site features, which will require removal at the onset of construction. Where trees are removed, the full root ball should be removed. Where fill is placed on existing slopes steeper than 4H:1V, benches should be cut into the existing slopes prior to fill placement. The benches should have a minimum vertical face height of 1 foot and a maximum vertical face height of 3 feet and should be cut wide enough to accommodate the compaction equipment. This benching will help provide a positive bond between the fill and natural soils and reduce the possibility of failure along the fill/natural soil interface. All fill slopes should be overbuilt and then cut back to expose compacted material on the slope face. Although no evidence of fill or underground facilities (such as septic tanks, cesspools, basements, and utilities) was observed during the exploration and site reconnaissance, such features could be encountered during construction. If unexpected fills or underground facilities are encountered, such features should be removed, and the excavations thoroughly cleaned prior to backfill placement and/or construction. Subgrade Preparation Structural fill placed beneath the entire footprint of the building should extend horizontally a minimum distance of 5 feet beyond the outside edge of footings. On-site soils are considered suitable to be used as structural fill materials. Please note, however, Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 that moisture-conditioning of on-site soils may be required to achieve adequate compaction. The subgrade should be proofrolled with an adequately loaded vehicle (20 tons minimum) such as a tandem-axle or tri-axle dump truck. The proofrolling should be performed under the observation of the Geotechnical Engineer or representative. Areas excessively deflecting or considered unstable under the proofroll should be delineated and subsequently addressed by the Geotechnical Engineer. Such areas should either be removed or modified by treating/applying/mixing with lime or cement. Excessively wet or dry material should either be removed or moisture conditioned and recompacted. Compacted structural fill soils should then be placed to the proposed design grade and the moisture content and compaction of subgrade soils should be maintained until foundation or pavement construction. Based upon the subsurface conditions determined from the geotechnical exploration, subgrade soils exposed during construction are anticipated to be relatively workable; however, the workability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unworkable conditions develop, workability may be improved by scarifying and drying. Excavation We anticipate that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. The bottom of excavations should be thoroughly cleaned of loose soils and disturbed materials prior to backfill placement and/or construction. Fill Material Types Fill required to achieve design grade should be classified as structural fill and general fill. Structural fill is material used below or within 10 feet of structures, pavements or constructed slopes. General fill is material used to achieve grade outside of these areas. Reuse of On-Site Soil: Excavated on-site soil may be selectively reused as fill. Please note, however, that moisture-conditioning of on-site soils may be required to achieve adequate compaction. Material property requirements for on-site soil for use as general fill and structural fill are noted in the table below: Facilities I Environmental I Geotechnical I Materials 6 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Property General Fill Structural Fill Composition Free of deleterious Free of deleterious material material 6 inches Maximum particle size (or 2/3 of the lift 3 inches thickness) Fines content Not limited Not limited Plasticity Not limited Maximum liquid limit of 50 Maximum plasticity index of 30 Imported Fill Materials: Imported fill materials should meet the following material property requirements. Regardless of its source, structural fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. Soil Type' USCS Acceptable Parameters (for Structural Classification Fill) Low-Plasticity, CL, CL-ML Liquid Limit less than 50 Fine Grained Soil ML Plasticity index less than 30 Less than 50% passing No. 200 sieve Coarse-Grained GW, GP, GM, GC, Soil SW, SP, SM, SC Liquid Limit less than 50 Plasticity index less than 30 Select Granular SP, SP-SM, SW, or Less than 12% passing No. 200 sieve Fill2 SW-SM Plasticity index less than 10 1. Structural and general fill should consist of approved materials free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site. Additional geotechnical consultation should be provided prior to use of uniformly graded gravel (GP) on the site. 2. NCDOT Class II, Type 1 Select Material. Manufactured materials such as processed fill (i.e., screenings) meeting this specification can be used. Fill Placement and Compaction Requirements Structural and general fill should meet the following compaction requirements. Facilities I Environmental I Geotechnical I Materials 7 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Item Structural Fill General Fill 10 inches in loose thickness when heavy, self-propelled compaction equipment is Maximum Lift used Same as Thickness 6 inches in loose thickness when hand- structural fill guided equipment (i.e. jumping jack or plate compactor) is used Minimum of 95% of the material's standard Minimum Proctor maximum dry density (ASTM D698). Compaction The top lift of engineered fill should be 92% of max. 1 2 3 compacted to a minimum of 98% of the Requirements ° ° material's standard Proctor maximum dry density (ASTM D698) for pavements. Low-plasticity fine-grained soil: -3% to As required to achieve min. Water Content +3% of optimum Rangel Coarse-grained soil: -3% to +3% of compaction requirements and optimum stability 1. Maximum density and optimum water content as determined by the standard Proctor test (ASTM D 698). 2. High plasticity fine grained fill should not be compacted to more than 100% of standard Proctor maximum dry density. 3. Materials not amenable to density testing should be placed and compacted to a stable condition observed by the Geotechnical Engineer or representative. Utility Trench Backfill Any soft or unsuitable materials encountered at the bottom of utility trench excavations should be removed and replaced with structural fill or bedding material in accordance with public works specifications for the utility to be supported. This recommendation is particularly applicable to utility work requiring grade control and/or in areas where subsequent grade raising could cause settlement in the subgrade supporting the utility. Trench excavation should not be conducted below a downward 1:1 projection from existing or newly installed foundations without engineering review of shoring requirements and geotechnical observation during construction. On-site materials are considered suitable for backfill of utility and pipe trenches from 1 foot above the top of the pipe to the final ground surface, provided the material is free of organic matter and deleterious substances, in addition to meeting the recommendations for structural fill and general fill. Facilities I Environmental I Geotechnical I Materials 8 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ■ lerracon November 16, 2023 I Terracon Project No. 70235209 Trench backfill should be mechanically placed and compacted as discussed earlier in this report. Compaction of initial lifts should be accomplished with hand-operated tampers or other lightweight compactors. Grading and Drainage All grades must provide effective drainage away from the building during and after construction and should be maintained throughout the life of the structure. Water retained next to the building can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the building. Exposed ground should be sloped and maintained at a minimum 5% away from the building for at least 10 feet beyond the perimeter of the building(s). Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. After building construction and landscaping have been completed, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted, as necessary, as part of the structure's maintenance program. Where paving or flatwork abuts the structure, a maintenance program should be established to effectively seal and maintain joints and prevent surface water infiltration. Earthwork Construction Considerations Subgrade Protection Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of grade-supported improvements such as floor slabs and pavements. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction. Construction Dewatering Based on the CPT soundings and the estimated seasonal high water table depths, our experience with groundwater fluctuations on similar sites, and anticipated design grades, temporary excavations will likely encounter groundwater. The contractor should be prepared to remove any precipitation or groundwater that may seep into temporary Facilities I Environmental I Geotechnical I Materials 9 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ■ Terracon November 16, 2023 I Terracon Project No. 70235209 construction excavations using open pumping and/or well points. Open pumping utilizes submersible sump pumps in pits or trenches dug below the bottom of the excavation and backfilled with No. 57 stone. The responsibility for dewatering of construction excavations and preventing excessive settlement of existing structures and other site features due to dewatering should lie solely with the contractor. This information is provided only as a service and under no circumstance should Terracon be assumed to be responsible for the effectiveness of the construction dewatering method(s) selected by the contractor. Excavation Safety As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, "Excavations" and its appendices, and in accordance with any applicable local and/or state regulations. Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety or the contractor's activities; such responsibility shall neither be implied nor inferred. Excavations or other activities resulting in ground disturbance have the potential to affect adjoining properties and structures. Our scope of services does not include review of available final grading information or consider potential temporary grading performed by the contractor for potential effects such as ground movement beyond the project limits. A preconstruction/ precondition survey should be conducted to document nearby property/infrastructure prior to any site development activity. Excavation or ground disturbance activities adjacent to or near property lines should be monitored or instrumented for potential ground movements that could negatively affect adjoining property and/or structures. Construction Observation and Testing The earthwork efforts should be observed by the Geotechnical Engineer (or others under their direction). Observation should include documentation of adequate removal of surficial materials (vegetation, topsoil, and pavements), evaluation and remediation of existing fill materials, as well as proofrolling and mitigation of unsuitable areas delineated by the proofroll. Facilities I Environmental I Geotechnical I Materials 10 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 Each lift of structural fill should be tested, evaluated, and reworked, as necessary, as recommended by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of structural fill in the building areas and 5,000 square feet in pavement areas. Where not specified by local ordinance, one density and water content test should be performed for every 100 linear feet of compacted utility trench backfill and a minimum of one test performed for every 12 vertical inches of compacted backfill. In areas of foundation excavations, the bearing subgrade should be evaluated by the Geotechnical Engineer. A representative of the geotechnical engineer should use a combination of hand auger borings and dynamic cone penetrometer (DCP) testing to determine the suitability of the bearing materials for the design bearing pressure. DCP testing should be performed to a depth of 3 to 5 feet below the bottom of foundation excavation. If existing fill is found below the proposed foundation the hand auger and DCP should be extended to natural soils. In areas were existing fill remains under the proposed building the frequency of testing should be increased. If unanticipated conditions are observed, the Geotechnical Engineer should recommend mitigation options. In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including assessing variations and associated design changes. Shallow Foundations The proposed building can be supported by shallow foundations. If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations. Design Parameters - Compressive and Lateral Loads Item Description Maximum Net Allowable Bearing Pressure 1' 2 3,000 psf Required Bearing Stratums Undisturbed low-plasticity (PI<30) native soils or structural fill. Minimum Foundation Dimensions Per 2018 North Carolina Building Code Sliding Resistance 4 0.35 ultimate coefficient of friction Minimum Embedment below 12 inches Facilities I Environmental I Geotechnical I Materials 11 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 Item Description Finished Grade 5 Estimated Total Settlement from Structural Loads 2 Less than about 1 inch Estimated Differential Settlement 2, 6 About 1/2 of total settlement 1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Values assume that exterior grades are no steeper than 20% within 10 feet of structure. 2. Values provided are for maximum loads noted in Project Description. Additional geotechnical consultation will be necessary if higher loads are anticipated. 3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations presented in Earthwork. 4. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials. Frictional resistance for coarse-grained materials is dependent on the bearing pressure which may vary due to load combinations. For fine-grained materials, lateral resistance using cohesion should not exceed ,/z the dead load. 5. Embedment necessary to minimize the effects of frost. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure. 6. Differential settlements are noted for equivalent-loaded foundations and bearing elevation as measured over a span of 50 feet. Foundation Construction Considerations As noted in Earthwork, the footing excavations should be evaluated under the observation of the Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed. Loose or soft soils exposed at the surface of footing excavations may require surficial compaction with hand-held dynamic compaction equipment prior to placing structural fill, reinforcing steel, and/or concrete. Should surficial compaction not be adequate, construction of a working surface consisting of either well-graded crushed stone (ABC) or a lean concrete mud mat may be required prior to the placement of reinforcing steel and construction of foundations. If unsuitable bearing soils are observed at the base of the planned footing excavation, the excavation should be extended deeper to suitable soils, and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. The lean concrete replacement zone is illustrated on the sketch below. Facilities I Environmental I Geotechnical I Materials 12 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 • • DESIGN FOOTING LEVEL - -- -- -- --- LEAN CONCRETE RECOMMENDED e EXCAVATION LEVEL LEAN CONCRETE BACKFILL NOTE:EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY Overexcavation for structural fill placement below footings should be conducted as shown below. The overexcavation should be backfilled up to the footing base elevation with structural fill placed as recommended in the Earthwork section. If poorly-graded gravel (e.g., GP, No. 57 stone, or No. 67 stone) is used, it should be wrapped in a woven geotextile. -n-n-i 2/3D v7D DESIGN FOOTING LEVEL ". STRUCTURAL II ALL RECOMMENDED EXCAVATION LEVEL OVER-EXCAVATION/BACKFILL ZONE NOTE:EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY Floor Slabs Design parameters for floor slabs assume the requirements for Earthwork have been followed. Specific attention should be given to positive drainage away from the building and positive drainage of the base course beneath the floor slab. Facilities I Environmental I Geotechnical I Materials 13 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Floor Slab Design Parameters Item Description Subgrade compacted to recommendations in Earthwork For slabs above exterior grades', use 4 inches of base course meeting material specifications of ACI 302 and the 2018 North Floor Slab Carolina Building Code2. The base course material should Support' consist of compactible, easy-to-trim, granular fill that will remain stable and support construction traffic. Suitable materials include SP, SW, SM, and well-graded gravel (GW or ABC)3. Estimated Modulus of Subgrade 150 pounds per square inch per inch (psi/in) for point loads Reaction 4 1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation (unless a post-tensioned monolithic slab is used). 2. A base course is not required by 2018 NC Building Code nor ACI 302 for floor slabs above exterior grade. However, it is good design and construction practice to include a base course to provide uniform support and improve constructability, especially over fine-grained subrade soils. 3. Per ACI 360R-12, ABC produces more uniform support and provides an all-weather working surface to speed construction during inclement weather. 4. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It is provided for point loads. For large area loads the modulus of subgrade reaction would be lower. The use of a vapor retarder or vapor barrier should be considered beneath concrete slabs-on-grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, when the project includes humidity-controlled areas, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder or barrier, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder or barrier. Saw-cut contraction joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations, refer to the ACI Design Manual. Joints or cracks should be sealed with a waterproof, non-extruding compressible compound specifically recommended for concrete floor slabs and wet environments. Facilities I Environmental I Geotechnical I Materials 14 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the length of the structural dowels. The Structural Engineer should account for potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means. Floor Slab Construction Considerations Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed, and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course. The Geotechnical Engineer should observe the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. Pavements General Pavement Comments Pavement section thicknesses are provided for the traffic conditions and pavement life conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation. Pavement section thicknesses noted in this section must be applied to the site which has been prepared as recommended in the Earthwork section. Pavement Design Parameters We have assumed that traffic loads at the site will be produced primarily by delivery and garbage trucks in the medium duty areas and by passenger cars and light delivery vehicles for the light duty areas. Two pavement section alternatives have been provided. The light-duty pavement sections are for car parking areas only. Heavy-duty pavement sections should be used for concentrated car traffic (drive lanes / entrance drives) and garbage/delivery truck traffic areas. Facilities I Environmental I Geotechnical I Materials 15 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 A California Bearing Ratio (CBR) of 5 was used for the subgrade for the asphaltic concrete (AC) pavement designs. A modulus of subgrade reaction of 150 pci was used for the Portland cement concrete (PCC) pavement designs. These values were empirically derived based upon our experience with clayey sand (SC) and sandy clay (CL) subgrade soils and our expectation of the quality of the subgrade as prescribed by the Site Preparation conditions as outlined in Earthwork. Pavement Section Thicknesses The following table provides our opinion of minimum thickness for AC sections for private streets, drives, parking areas: Facilities I Environmental I Geotechnical I Materials 16 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Asphaltic Concrete Design Thickness (inches) Layer Main Drives and y NCDOT Automobile Areas Truck Access Areas Grading 1 (Light Duty) (Medium Duty) AC Surface S-9.5B 32 1.5 AC Intermediate I-19.0C -- 2.5 Aggregate Base ABC 6 8 1. All materials should meet the current North Carolina Department of Transportation Standard Specifications 2. Placed in two equal lifts. 3. See Project Description for more specifics regarding traffic assumptions. 4. All materials should meet the current Lee County or Town of Sanford Specifications / Owner Specifications. The following table provides our estimated minimum thickness of PCC: Portland Cement Concrete Design Thickness (inches) Layer Specification ' Automobile Main Drives and Heavy Areas Truck Access Areas Duty 2 (Light Duty) (Medium Duty) PCC 4,000 psi 5 7 Aggregate Base ABC' 4 4 1. All materials should meet the current North Carolina Department of Transportation (NCDOT) Standard Specifications. 2. In areas of anticipated heavy traffic, fire trucks, delivery trucks, or concentrated loads (e.g. dumpster pads), and areas with repeated turning or maneuvering of heavy vehicles. 3. Crushed Aggregate Base Course is recommended for construction purposes. Concrete could be placed directly on an approved subgrade. However, stormwater can quickly degrade exposed subgrades without the crushed aggregate base course leading to additional subgrade repair. 4. See Project Description for more specifics regarding traffic assumptions. Facilities I Environmental I Geotechnical I Materials 17 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina ■ ierracon November 16, 2023 I Terracon Project No. 70235209 A modulus of rupture of 550 psi was used in analysis for the concrete (based on correlations with a minimum 28-day compressive strength of 4,000 psi). Areas for parking of heavy vehicles, concentrated turn areas, and start/stop maneuvers could require thicker pavement sections. Edge restraints (i.e. concrete curbs or aggregate shoulders) should be planned along curves and areas of maneuvering vehicles. The placement of a partial pavement thickness for use during construction is not suggested without a detailed pavement analysis incorporating construction traffic. In addition, we should be contacted to confirm the traffic assumptions outlined above. If the actual traffic varies from the assumptions outlined above, modification of the pavement section thickness could be required. Where practical, we recommend early-entry cutting of crack-control joints in PCC pavements. Cutting of the concrete in its "green" state typically reduces the potential for micro-cracking of the pavements prior to the crack control joints being formed, compared to cutting the joints after the concrete has fully set. Micro-cracking of pavements may lead to crack formation in locations other than the sawed joints, and/or reduction of fatigue life of the pavement. Pavement Drainage Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. In addition, the pavement subgrade should be graded to provide positive drainage within the granular base section. Appropriate sub- drainage or connection to a suitable daylight outlet should be provided to remove water from the granular subbase. Openings in pavements, such as decorative landscaped areas, are sources for water infiltration into surrounding pavement systems. Water can collect in the islands and migrate into the surrounding subgrade soils thereby degrading support of the pavement. Islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils are particular areas of concern. The civil design for the pavements with these conditions should include features to restrict or collect and discharge excess water from the islands. Examples of features are edge drains connected to the stormwater collection system, longitudinal subdrains, or other suitable outlets and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure. Facilities I Environmental I Geotechnical I Materials 18 Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • Terracon November 16, 2023 I Terracon Project No. 70235209 Pavement Maintenance The pavement sections represent minimum recommended thicknesses and, as such, periodic upkeep should be anticipated. Preventive maintenance should be planned and provided for through an on-going pavement management program. Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Pavement care consists of both localized (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Additional engineering consultation is recommended to determine the type and extent of a cost- effective program. Even with periodic maintenance, some movements and related cracking may still occur, and repairs may be required. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: • Final grade adjacent to paved areas should slope down from the edges at a minimum 2%. • Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage. • Install pavement drainage systems surrounding areas anticipated for frequent wetting. • Install joint sealant and seal cracks immediately. • Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils. • Place compacted, low permeability backfill against the exterior side of curb and gutter. • Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound granular base course materials. General Comments Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Facilities I Environmental I Geotechnical I Materials 19 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ■ Terracon November 16, 2023 I Terracon Project No. 70235209 Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third- party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others. Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report. The owner and contractor should consider a preconstruction/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Facilities I Environmental I Geotechnical I Materials 20 Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Figures Contents: GeoModel Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Long Branch Road I Dunn, NC i ferracon Terracon Project No. 70235209 2401 Brentwood Rd Ste 107 Raleigh, NC GeoModel 182 B-01 B-01M B-02 B-02M B-03 -04 B-05 B-06 1-07 B-07M B-08 B-08M B-09 180 1111 0.17 1 0.25 •• 0.2 0.0: 0.17 1 0.1 0.083 1 0.251 4" 0.17 1 ' 1 1 / 4,0 1.5 178 %/ 176 ... 1.... 2 .... ..... l4.. 3.. 2%... 2�5 A5 5 5 jA 5 • 4 4 • r 174 Lii ai w 7.5w . 8�2 8- -.... ,. 172 ■ 2 Ia2 s- s Y 2 • J x `.' 170 .. .... .. .... .. ...._.. 1.Q.. .. 10.1 .. 10.04.. 0 _ 1 _ 1-1 Q 168 12 12 —12 .�... • I •12:4 13 13 • w 166 164 3 . 3.. 162 .1 •20.01 '20.01 160 zQ, zo.II _zo.Qa 158 This is not a cross section.This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. Model Layer Layer Name General Description Legend IMIIII 1 UPPER SAND MEDIUM DENSE SAND .Topsoil Clayey Sand eA Sandy Lean Clay 7 Lean Clay with Sand 2 CLAY VERY STIFF CLAY 3 LOWER SAND LOOSE SAND Soil Behavior Type(SBT) ❑ 7 Gravelly sand to dense sand ■ 8 Very stiff sand to clayey sand ■ 3 Clay-silty clay to clay ■ 1 Sensitive,fine grained n 2 Organic soils-clay ❑ 6 Sands-clean sand to silty sand ■ 4 Silt mixtures-clayey silt to silty clay 5 Sand mixtures-silty sand to sandy silt ■ 9 Very stiff fine grained CPT Assumed Water Depth NOTES: CPT Water Depth Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project. Numbers adjacent to soil column indicate depth below ground surface. Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Attachments Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ■ Terracon November 16, 2023 I Terracon Project No. 70235209 Exploration and Testing Procedures Field Exploration Number of CPT Approximate CPT Soundings Sounding Depths (feet) Location 9 10 to 20.1 feet pavement / utilities / buildings CPT Sounding Layout and Elevations: Terracon personnel provided the CPT sounding layout using handheld GPS equipment (estimated horizontal accuracy of about ±10 feet) and referencing existing site features. Approximate ground surface elevations were obtained by interpolation from USGS contours in GIS. Cone Penetration Testing (CPT) Procedures: The CPT hydraulically pushes an instrumented cone through the soil while nearly continuous readings are recorded to a portable computer. The cone is equipped with electronic load cells to measure tip resistance and sleeve resistance and a pressure transducer to measure the generated ambient pore pressure. The face of the cone has rS an apex angle of 60° and an area of 10 cm2. Digital data representing the T tip resistance, friction resistance, pore water pressure, and probe inclination angle are recorded about every 2 centimeters while advancing through the ground at a rate between 11/2 and 21/2 centimeters per second. These measurements are correlated to various soil properties used for U2 geotechnical design. No soil samples are gathered through this subsurface investigation technique. CPT testing is conducted in general accordance with ASTM D5778 "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration q C Testing of Soils." Upon completion, the data collected was downloaded and processed by geotechnical staff. Macro-Core soil samples were obtained using the CPT rig in the upper 2.3 to 5 feet at four locations (B-1M, B-2M, B-7M, and B-8M) near CPT soundings B-1, B-2, B-7, and B- 8. The samples were taken to our soil laboratory for testing and were classified by geotechnical staff. Laboratory Testing Geotechnical staff reviewed the field data and assigned laboratory tests. The laboratory testing program included the following types of tests: • Moisture Content Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report `- Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 • Atterberg Limits • Amount of Material Finer than 75-mm (No. 200) Sieve The laboratory testing program included examination of soil samples by geotechnical staff. Based on the results of our field and laboratory programs, we described and classified the soil samples in accordance with the Unified Soil Classification System. Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina • rerracon November 16, 2023 I Terracon Project No. 70235209 Photography Log 1W ti-- .Y ID`... �;�� . ` 4.S`- �+ iM1Tn . *1 i. � 1xw�# r y ...¢ yam 11". • • 11 ..-M"N ,A...,„.+++11K�� fir. Lr', J Looking at the site facing northwest Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina • ierracon November 16, 2023 I Terracon Project No. 70235209 .h• we. , J 6 hi ' •r i - --- r t it..3 I's, V. ,2 *L. 11. 1a r tit+ , r. ..' •._; -. _ . . l!� i I Looking at the site facing southeast Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report ferracon Dollar General Dunn Dunn, North Carolina November 16, 2023 I Terracon Project No. 70235209 Site Location and Exploration Plans Contents: Site Location Plan Exploration Plan Note: All attachments are one page unless noted above. Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina ierracon November 16, 2023 I Terracon Project No. 70235209 Site Location • rr'i a01, s 2 • • de k�'e` • JS. Duke 510 Westhaven • 421 AverasborcADunn • - • • • • • :ree _ 301 Plain View 421 *I)/ 11 % 444) Vic N God , J. t, ♦ Historical Terracon Project Black River 2 Tr'es v IVrI off 2023 Microsoft Corpo ©2023 TomTom DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report pi �erraeon Dollar General Dunn Dunn, North Carolina November 16, 2023 I Terracon Project No. 70235209 Exploration Plan • Terracon CPT and Macro Core Test Locations .1111r /r 1 ) r r SHWT/ KSAT Test Locations - B-09 •k s • Slks. • B-08, B-08M ` IN it • a B_04 46 • ':t • . - I i' 0 +• ' B-06 tare i IIII B-07, B-07M � ' AW i` 4 B-05 -Al"- • 0 • B-03 III • lOW B-01, B-01 M • • NS, 416111/4 Iliqtki B-02 B-02M IN A ,,iii>. s i%.,4\,,111\e Jk * • i 100'eei 2023 M"In. orporation 2023 TomTom DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS Facilities I Environmental I Geotechnical I Materials Exploration and Laboratory Results Contents: CPT Logs Macro-Core Logs Atterberg Limits Results Note: All attachments are one page unless noted above. Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Irerracon Long Branch RoadDunn,NC CPT Sounding I D B-01 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2772°Longitude: -78.6283° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure '-=° a 7 14 21 28 0.1 0.2 0.3 0.4 ———— Material N 0 Depth Resistance, Sleeve Friction,f Friction Ratio,Fr Pore Pressure,u2 Description n Elev. P Tip qts (ft) (tsf) (tsf) (%) (tsf) Normalized CPT �.L Soil Behavior Type , u (ft) op 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 - 0 - ` I I . 1 I I 1 1 I I m 180- y. . I - 5 — ... .......... - I 175 I • - - I 1 I - j - G _ _ 1• _ _ • - 10 - :....:.... ....:....:....-....i.... . -170- • { • - 15 — - - -165- 1) _ - 20 -160- CPT Terminated at 20 Feet See Exploration and Testing Procedures for a description of field CPT Equipment Water Level Observation Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 7.5 ft measured water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt See B-01M for the adjacent test's full details. U2 pore pressure transducer location 6 Sands-clean sand to silty sand Topsoil 2" Manufactured by Nova-Calibrated 2/17/2022 .7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm2 and 225 cm° •8 very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Irerracon Long Branch RoadDunn,NC CPT Sounding ID B-02 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2770°Longitude: -78.6281° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure � a 7 14 21 28 0.1 0.2 0.3 0.4 ———— Material N 0 Depth Resistance, Sleeve Friction,f Friction Ratio,Fr Pore Pressure,u2 Description n Elev. P Tip qts (ft) (tsf) (tsf) (%) (tsf) Normalized CPT �.L Soil Behavior Type N U (ft) op 70 140 210 280 1 2 3 4 2 'II 6 8 2 6 10 14 1 2 3 4 5 6 7 8 — 0 CO 1 -180- I -Z - - - I - I / i i - 10 .. ....• r -170- - 15 - -165- 1 - 20 - - - - -160- CPT Terminated at 20 Feet See Exploration and Testing Procedures for a description of field CPT Equipment Water Level Observation Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 8 ft measured water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt See B-02M for the adjacent test's full details. U2 pore pressure transducer location 6 Sands-clean sand to silty sand Topsoil 3" Manufactured by Nova-Calibrated 2/17/2022 .7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm'and 225 cm' •8 very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn irerracon Long Branch RoadDunn,NC CPT Sounding I D B-03 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2773°Longitude: -78.6281° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure Material 7 14 21 28 0.1 0.2 0.3 0.4 ———— Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,F, Pore Pressure,u2 Description Elev. (ft) (tsf) (tsf) (oho) (tsf) Soil Behaavior Type (ft) 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 - 0 ..-Z..........., . 180- _ — _ • • - 5 — 175- - - - - I . - - - - ZI I - 10 — .... ,..._...., .... ........._...•• . .... ....,.... .., —170- - 15 — —165- - 20 • .. .. _ ... - .... ... .... .... ... .... 160- CPT Terminated at 20.1 Feet See Exploration and Testing Procedures for a description of field CPT Equipment Water Level Observation Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 8 ft measured water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt Topsoil 3" U2 pore pressure transducer location 6 Sands-clean sand to silty sand Manufactured by Nova-Calibrated 2/17/2022 ■7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm'and 225 cm' •8 Very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn /� Irerracon Long Branch RoadDunn,NC CPT Sounding I D B-04 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2775°Longitude: -78.6280° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure Material 7 14 21 28 0.1 0.2 0.3 0.4 ———— Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,F, Pore Pressure,u2 Description Elev. (ft) (tsf) (tsf) (%) (tsf) Soil Behaavior Type (ft) 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 0 1 1 i 1 1 i -180- F - 5 —.. —175- I - I I - 10 — _ ;.. • ._...., ;.., —170- Yi-- - - '.....A... : _ . I I - i 11.l1:.-. - -i - 1 - - 15 — — _—165- . _ C . — -a _ _ C J — — - 20 — —160- CPT Terminated at 20.1 Feet See Exploration and Testing Procedures for a description of field CPT Equipment Water Level Observation Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 11 ft measured water depth t Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt Topsoil 1" U2 pore pressure transducer location 6 Sands-clean sand to silty sand Manufactured by Nova-Calibrated 2/17/2022 ■7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm'and 225 cm' •8 Very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Irerracon Long Branch RoadDunn,NC CPT Sounding ID B-05 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2773°Longitude: -78.6278° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure Material 7 14 21 28 0.1 0.2 0.3 0.4 ———— Depth Tip Resistance,q, Sleeve Friction,fs Friction Ratio,F, Pore Pressure,u2 Description Elev. (ft) (tsf) (tsf) (oho) (tsf) Soil Behaavior Type (ft) 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 - 0 ._ . 180- I - 5 —.. ... ...... ' ' : _ I r .. ....... ..-175- • • - 10 -.... _ ; ,..._...., 5..................-.. ..... ... 170• • — — — — i — - I • • - 15 — —165- - 20 .. _ ... ... .... ... . .. 160- CPT Terminated at 20.1 Feet See Exploration and Testing Procedures for a description of field CPT Equipment Water Level Observation Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 9 ft measured water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt Topsoil 2" U2 pore pressure transducer location 6 Sands-clean sand to silty sand Manufactured by Nova-Calibrated 2/17/2022 ■7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm'and 225 cm' •8 Very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Irerracon Long Branch RoadDunn,NC CPT Sounding I D B-0 6 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2774°Longitude: -78.6277° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure Material 7 14 21 28 0.1 0.2 0.3 0.4 ———— Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,F, Pore Pressure,u2 Description Elev. (ft) (tsf) (tsf) (0/0) (tsf) Soil Behaavior Type (ft) 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 - 0 I 1 1 I 1 1 I 1 180- l"''.."----''--------'-----::-- - 5 • I.. 175 VI - lO T .-170- CPT Terminated at 10.1 Feet - 15 i 165- - 20 — ,..._...., ,• •• •...,...._...., .,....,....- —160- See Exploration and Testing Procedures for a description of field CPT Equipment I Water Level Observation I Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 6 ft estimated water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt Topsoil 2" U2 pore pressure transducer location 6 Sands-clean sand to silty sand Manufactured by Nova-Calibrated 2/17/2022 ■7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm'and 225 cm' •8 Very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Irerracon Long Branch RoadDunn,NC CPT Sounding I D B-0 7 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2774°Longitude: -78.6284° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure c a 7 14 21 28 0.1 0.2 0.3 0.4 ———— Material N O Depth Resistance, Sleeve Friction,f Friction Ratio,Fr Pore Pressure,u2 Description o- Elev. P Tip qts (ft) (tsf) (tsf) (%) (tsf) Normalized CPT �' (ft) Soil Behavior Type ^ a, op 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 - 0 "� .a 18 0 1 y J - 5 ... ....•••••••••• -.... 175- • - 10 T T -170- CPT Terminated at 10.1 Feet . - 15 — - i i i i i i - i i - i i - -165- - 20 — -160- See Exploration and Testing Procedures for a description of field CPT Equipment Water Level Observation I Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 9 ft measured water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt See B-07M for the adjacent test's full details. U2 pore pressure transducer location 6 Sands-clean sand to silty sand Topsoil 1" Manufactured by Nova-Calibrated 2/17/2022 .7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm'and 225 cm' •8 very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Irerracon Long Branch RoadDunn,NC CPT Sounding I D B-08 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2777°Longitude: -78.6281° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure '-=° a 7 14 21 28 0.1 0.2 0.3 0.4 ———— Material N 0 Depth Resistance, Sleeve Friction,f Friction Ratio,Fr Pore Pressure,u2 Description n Elev. P Tip qts (ft) (tsf) (tsf) (%) (tsf) Normalized CPT �.L (ft) Soil Behavior Type m op 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 - 0 WIMP 180- - - V . • • C - - • r . I I _ I - 10 —. I.... .... .... .... .... .... .... .... .... ..., 170 1 . — — — - 1 } CPT Terminated at 12.4 Feet - 15 — - i i ii ii i - -165- - 20 — .......... .... .... .... .... .... :.., - -160- See Exploration and Testing Procedures for a description of field CPT Equipment Water Level Observation I Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 9 ft estimated water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt See B-08M for the adjacent test's full details. U2 pore pressure transducer location 6 Sands-clean sand to silty sand Topsoil 3" Manufactured by Nova-Calibrated 2/17/2022 .7 Gravelly sand to dense sand Tip and sleeve areas of 15 cmu and 225 cm° •8 very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Irerracon Long Branch RoadDunn,NC CPT Sounding I D B-09 Terracon Projectt No..70235209 2401 Brentwood Rd Ste 107 Raleigh,NC Latitude: 35.2778°Longitude: -78.6283° Elevation: 180(ft) CPT Started: 10/27/2023 Elevation Reference: Elevation interpolated from USGS elevation contours CPT Completed: 10/27/2023 Hydrostatic Pressure Material 7 14 21 28 0.1 0.2 0.3 0.4 ———— Depth Tip Resistance,qt Sleeve Friction,fs Friction Ratio,F, Pore Pressure,u2 Description Elev. Normazd CPT (ft) (tsf) (tsf) (%) (tsf) Soil Behavior Type (ft) 70 140 210 280 1 2 3 4 2 4 6 8 2 6 10 14 1 2 3 4 5 6 7 8 — 0 I I I I 180- MP - 5 175 _ <(•------___ _ I . 11 _ I 10 —170- CPT Terminated at 10 Feet - 15 i i 165- - 20 — ..............._...., —160- See Exploration and Testing Procedures for a description of field CPT Equipment I Water Level Observation I Normalized Soil Behavior Type and laboratory procedures used and additional data,if any. (Robertson 1990) CPT Rig:Geoprobe 5632 See Supporting Information for explanation of symbols and 1 7 ft estimated water depth 1 Sensitive,fine grained abbreviations. Operator:TW/ZB (used in normalizations and correlations) z Organic soils-clay Auger anchors used as reaction force ■3 Clay-silty clay to clay Notes CPT sensor calibration reports available upon request p P Q ■4 Silt mixtures-clayey silt to silty clay Test Location:See Exploration Plan Probe No.5632 with net area ratio of 0.85 ■5 Sand mixtures-silty sand to sandy silt Topsoil 2" U2 pore pressure transducer location 6 Sands-clean sand to silty sand Manufactured by Nova-Calibrated 2/17/2022 ■7 Gravelly sand to dense sand Tip and sleeve areas of 15 cm'and 225 cm' •8 Very stiff sand to clayey sand Ring friction reducer with O.D.of 2 in ■9 Very stiff fine grained Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Long Branch Road I Dunn,NC Irerracon Terracon Project No.70235209 2401 Brentwood Rd Ste 107 Boring Log No. B-01M Raleigh,NC o Location: See Exploration Plan v >O Latitude: 35.2772°Longitude: -78.6283° 0) as O Y N E N (0 co co Depth(Ft.) r.412ATOPSOIL,TOPSOIL 2" CLAYEY SAND(SC),brownish-yellow 02.° SANDY LEAN CLAY(CL),grey Boring Terminated at 5 Feet 5 See Exploration and Testing Procedures for a description of field and laboratory Water Level Observations Drill Rig procedures used and additional data(If any). Geoprobe 5632 See Supporting Information for explanation of symbols and abbreviations. Driller Notes Advancement Method TW/ZB Elevation Reference: Elevation interpolated from USGS elevation contours Direct Push Logged by Topsoil 2" Boring Started Abandonment Method 10-27-2023 CPT backfilled with soil cuttings upon completion. Boring Completed 10-27-2023 Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Long Branch Road I Dunn,NC Irerracon Terracon Project No.70235209 2401 Brentwood Rd Ste 107 Boring Log No. B-02M Raleigh,NC o Location: See Exploration Plan co v >O Latitude: 35.2770°Longitude: -78.6281° 0) as O Y N E (0 N Depth(Ft.) TOPSOIL,TOPOIL 3" CLAYEY SAND(SC), brownish-yellow •2.0 _ SANDY LEAN CLAY(CL), grey ' 5.0 Boring Terminated at 5 Feet 5 See Exploration and Testing Procedures for a description of field and laboratory Water Level Observations Drill Rig procedures used and additional data(If any). Geoprobe 5632 See Supporting Information for explanation of symbols and abbreviations. Driller Notes Advancement Method TW/ZB Elevation Reference: Elevation interpolated from USGS elevation contours Direct Push Logged by Topsoil 3" Boring Started Abandonment Method 10-27-2023 CPT backfilled with soil cuttings upon completion. Boring Completed 10-27-2023 Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Long Branch Road I Dunn,NC Irerracon Terracon Project No.70235209 �/� 2401 Brentwood Rd Ste 107 Boring Log No. B-07M Raleigh,NC o Location: See Exploration Plan co v >O Latitude: 35.2774°Longitude: -78.6284° 0) as O Y N E N (0 co co Depth(Ft.) TOPSOIL,TOPSOIL 1" CLAYEY SAND(SC), brownish-yellow •2.0 _ SANDY LEAN CLAY(CL),grey 5.0 Boring Terminated at 5 Feet 5 See Exploration and Testing Procedures for a description of field and laboratory Water Level Observations Drill Rig procedures used and additional data(If any). Geoprobe 5632 See Supporting Information for explanation of symbols and abbreviations. Driller Notes Advancement Method TW/ZB Elevation Reference: Elevation interpolated from USGS elevation contours Direct Push Logged by Topsoil 1" Boring Started Abandonment Method 10-27-2023 CPT backfilled with soil cuttings upon completion. Boring Completed 10-27-2023 Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Long Branch Road I Dunn,NC Irerracon Terracon Project No.70235209 �/� 2401 Brentwood Rd Ste 107 Boring Log No. B-08M Raleigh,NC o Location: See Exploration Plan N a J v >O T Latitude: 35.2778°Longitude: -78.6283° 0) .as O Y N E (0 N 8 cs co Depth(Ft.) TOPSOIL,TOPSOIL 3" CLAYEY SAND(SC),yellowish-brown 1.5 2 3 LEAN CLAY WITH SAND(CL),yellowish-brown Boring Terminated at 2.25 Feet See Exploration and Testing Procedures for a description of field and laboratory Water Level Observations Drill Rig procedures used and additional data(If any). Geoprobe 5632 See Supporting Information for explanation of symbols and abbreviations. Driller Notes Advancement Method TW/ZB Elevation Reference: Elevation interpolated from USGS elevation contours Direct Push Logged by Topsoil 3" Boring Started Abandonment Method 10-27-2023 CPT backfilled with soil cuttings upon completion. Boring Completed 10-27-2023 Facilities I Environmental I Geotechnical I Materials Dollar General Dunn Long Branch Road I Dunn,NC Irerracon Terracon Project No.70235209 2401 Brentwood Rd Ste 107 Atterberg Limit Results Raleigh,NC ASTM D4318 60 / 50 // O� O( / / / G*k) 40 / / a) r c / 30 / — v / / v / Osv a / 20 // • 01 G� MH or OH / / to ---/A7/ //// 4 ML or OL o i 0 10 16 20 30 40 50 60 70 80 90 100 110 Liquid Limit Boring ID Depth(Ft) LL PL P _ - Description • B8-M 2- 7 36 15 21 75.7 CL LEAN CLAY with SAND Laboratory tests are not valid if separated from original report. Facilities I Environmental I Geotechnical I Materials Supporting Information Contents: General Notes CPT General Notes Unified Soil Classification System Facilities I Environmental I Geotechnical I Materials • ierracon General Notes Sampling Water Level Field Tests v Water Initially X Encountered Standard Penetration Test Split Spoon Water Level After aResistance(Blows/Ft.) Specified Period of Time 77 Water Level After a Specified Period of Time Cave In Encountered Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. Descriptive Soil Classification Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the soils consistent with ASTM D2487"Classification of Soils for Engineering Purposes"this procedure is used. ASTM D2488"Description and Identification of Soils(Visual-Manual Procedure)"is also used to classify the soils, particularly where insufficient laboratory data exist to classify the soils in accordance with ASTM D2487. In addition to USCS classification,coarse grained soils are classified on the basis of their in-place relative density,and fine-grained soils are classified on the basis of their consistency. See"Strength Terms"table below for details.The ASTM standards noted above are for reference to methodology in general. In some cases,variations to methods are applied as a result of local practice or professional judgment. tion Notes Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface elevation data annotated with+/-indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead,the surface elevation was approximately determined from topographic maps of the area. Strength Terms Relative Density of Coarse-Grained Soils Consistency of Fine-Grained Soils (More than 50%retained on No. 200 sieve.) (50%or more passing the No. 200 sieve.) Density determined by Standard Penetration Consistency determined by laboratory shear strength testing,field visual-manual Resistance procedures or standard penetration resistance Standard Penetration or Standard Penetration or Relative Density N-Value — Consist Unconfined Compressive Strength N-Value (Blows/Ft.) am Qu(tsf) (Blows/Ft.) Very Loose 0-3 Very Soft less than 0.25 0- 1 Loose 4-9 Soft 0.25 to 0.50 2-4 Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8 Dense 30- 50 Stiff 1.00 to 2.00 8- 15 Very Dense > 50 Very Stiff 2.00 to 4.00 15-30 Hard > 4.00 > 30 Relevance of Exploration and Laboratory Test Results Exploration/field results and/or laboratory test data contained within this document are intended for application to the project as described in this document. Use of such exploration/field results and/or laboratory test data should not be used independently of this document. Facilities I Environmental I Geotechnical I Materials CPT General Notes Description of Measurements Description of Geotechnical Correlations and Calibrations Normalized Tip Resistance,Q Soil Behavior Type Index,lc To be reported per ASTM D5778: Qm=((g1-o'vo)/P,)(P,/o°vo)" I,=[(3.47-log(Qn,)2+(log(F,)+1.22)2]o.s n=0.381(l�)+0.05(o'vo/Pe)-0.15 Uncorrected Tip Resistance,q, SPT Nu Measured force acting on the cone Over Consolidation Ratio OCR Nso=(gfatm)/10(1 1268-02817k) divided by the cone's projected area OCR(1)=0.25(4)1'2° OCR(2)=0.33(Qk,) Elastic Modulus,Es(assumes q/q„,,,ea,e-0.3,i.e.FS=3) Corrected Tip Resistance,q, Es(1)=2.6VG0 where V=0.56-0.33logg,,,40a"send Cone resistance corrected for porewater Undrained Shear Strength,Sv Es(2)=G0 and net area ratio effects Su Qtl x o vo/N"' Es(3)=0.015 x 10)0 55k«1.ss)(g-a'vo) q=qc+u2(1 a) Nk,is a soil-specific factor(shown on Su plot) Es(4)=2.5q, Where a is the net area ratio, Sensitivity,St Constrained Modulus,M a lab calibration of the cone typically S,=(q,-o vdNk,)x MO M=a (q,-o'vo) between 0.70 and 0.85 Effective Friction Angle,4,' For lc>2.2(fine-grained soils) 4'(1)=tan 1(0.373[log(gfo''vo)+0.29]) aM=Qm with maximum of 14 Pore Pressure,u 4'(2)=17.6+11[log(Q,)] For I0<2.2(coarse-grained soils) Pore pressure measured during penetration Unit Weight,y am=0.0188 x 101o.sslo«1.se) u1-sensor on the face of the cone [�( )] [og(g✓ )] ) HydraulicConductivity, more common 7=(0.27 I F, +0.36 I atm +1.236 x 7 water k u2-sensor on the shoulder ( common) o•vo is taken as the incremental sum of the unit weights For 1.0<lc<3.27 k=104952-1o4k) Sleeve Friction,fs Small Strain Shear Modulus,Go For 3.27<I0<4.0 k=10(452-1.3Mk) Frictional force acting on the sleeve G0(1)=pVs2 ) Relative Density,DD divided by its surface area Go(2)=0.015 x 10osslo«1.se(q,-o•v°) I:),=(Q /350)°' x 100 Normalized Friction Ratio,F, Reported Parameters The ratio as a percentage offs to q,, accounting for overburden pressure CPT logs as provided,at a minimum,report the data as required by ASTM D5778 and ASTM D7400(if applicable). To be reported per ASTM D7400,if collected: This minimum data include q„fs,and u.Other correlated parameters may also be provided.These other correlated Shear Wave Vs parameters are interpretations of the measured data based upon published and reliable references,but they do not u in Velocity, CPT and provides necessarily represent the actual values that would be derived from direct testing to determine the various parameters. Measured me in ae Seismicf sl stiffness To this end,more than one correlation to a given parameter may be provided.The following chart illustrates estimates directof reliability associated with correlated parameters based upon the literature referenced below. Relative Reliability of CPT Correlations Permeability,k Clay and Silt Sand Constrained Modulus,M Clay and Silt Sand *improves with seismic Vs measurements Unit Weight, y Clay and Silt Sand 11 Reliability of CPT-predicted N60 values as Clay and Silt I commonly measured by the Standard Effective Friction Angle,(1)' sand I Penetration Test(SPT)is not provided due to the inherent inaccuracy associated with the Sensitivity,S, MEI' Clay and Silt SPT test procedure. Undrained Shear Strength,S° MI Clay and Silt Relative Density,Dr Sand Over Consolidation Ratio,OCR Clay and Silt Sand j Small Strain Modulus,Go*and Clavandsilt Elastic Modulus,Es' Sand Water Level Low Reliability 111111. High Reliability The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the normalized soil behavior type classification and correlated soil parameters. The water level may either be"measured"or"estimated:" Measured-Depth to water directly measured in the field Estimated-Depth to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditions While groundwater levels displayed as"measured"more accurately represent site conditions at the time of testing than those"estimated,"in either case the groundwater should be further defined prior to construction as groundwater level variations will occur over time. Cone Penetration Soil Behavior Type 1000 The estimated stratigraphic profiles included in the E 7 = 1 Sensitive,fine grained CPT logs are based on relationships between m corrected tip resistance(q,),friction resistance(fs), o= _ 2 Organic soils-clay and porewater pressure(u2). The normalized friction 63 Clay-silty clay to clay ratio(F,)is used to classify the soil behavior type. c 100 6 .6 rn 4 Silt mixtures-clayey silt to silty clay Typically,silts and clays have high Fr values and cu 5 Sand mixtures-silty sand to sandy silt CC generate large excess penetration porewater pressures;sands have lower F s and do not generate o ; 6 Sands-clean sand to silty sand excess penetration porewater pressures. The U adjacent graph(Robertson et al.)presents the soil 0 10 7 Gravelly sand to dense sand ep behavior type correlation used for the logs.This N Q Lidii - 8 Very stiff sand to clayey sand normalized SBT chart,generally considered the most m reliable,does not use pore pressure to determine SBT E 9 Very stiff fine grained due to its lack of repeatability in onshore CPTs. z atm=atmospheric pressure=101 kPa=1.05 tsf 1 0.1 1 10 References Normalized Friction Ratio,Fr Kulhawy,F.H.,Mayne,P.W.,(1997)."Manual on Estimating Soil Properties for Foundation Design,"Electric Power Research Institute,Palo Alto,CA. Mayne,P.W.,(2013)."Geotechnical Site Exploration in the Year 2013,"Georgia Institue of Technology,Atlanta,GA. Robertson,P.K.,Cabal,K.L.(2012)."Guide to Cone Penetration Testing for Geotechnical Engineering,"Signal Hill,CA. Schmertmann,J.H.,(1970)."Static Cone to Compute Static Settlement over Sand,"Journal of the Soil Mechanics and Foundations Division,96(SM3),1011-1043. Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina I1erracon November 16, 2023 I Terracon Project No. 70235209 Unified Soil Classification System Criteria for Assigning Group Symbols and Group Names UsingI Soil Classification Laboratory Tests A GSymbol Group Name B Gravels: Clean Gravels: Cu>_4 and 1<_Cc<_3 E GW Well-graded gravel F More than 50% of Less than 5% fines` Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F coarse fraction Fines classify as ML or MH GM Silty gravel retained on No. 4 r,°,H Gravels with Fines: Coarse-Grained Soils: sieve More than 12%fines` Fines classify as CL or CH GC Clayey gravel F,G,H More than 50% retained on No. 200 sieve Cu>_6 and 1<_Cc<_3 E SW Well-graded sand I Sands: Clean Sands: 50% or mre of Less than 5%fines D Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I coarse fraction Fines classify as ML or MH SM Silty sand G,H,I passes No. 4 sieve Sands with Fines: More than 12%fines D Fines classify as CL or CH SC Clayey sand G,",I PI > 7 and plots above"A"line ' CL Lean clay K,`,M Silts and Clays: Inorganic: K,L,M PI < 4 or plots below"A" line ML Silt Liquid limit less than 50 LL oven dried Organic clay K,L,M,N Fine-Grained Soils: Organic: <0.75 OL LL not dried Organic silt K,L,M,o 50% or more passes the No. 200 sieve PI plots on or above"A"line CH Fat clay K,L,M Silts and Clays: Inorganic: PI plots below"A" line MH Elastic silt K,L,M Liquid limit 50 or more LL oven dried Organic clay K,L,M,P Organic: <0.75 OH LL not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve. "If fines are organic, add"with organic fines"to group name. B If field sample contained cobbles or boulders, or both, add"with ' If soil contains >_ 15%gravel, add"with gravel"to group name. cobbles or boulders, or both"to group name. ' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. c Gravels with 5 to 12%fines require dual symbols: GW-GM well- K If soil contains 15 to 29% plus No. 200, add"with sand"or graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM "with gravel,"whichever is predominant. poorly graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains >_ 30% plus No. 200 predominantly sand, add D Sands with 5 to 12%fines require dual symbols: SW-SM well- "sandy"to group name. graded sand with silt, SW-SC well-graded sand with clay, SP-SM M If soil contains >_ 30% plus No. 200, predominantly gravel, add poorly graded sand with silt, SP-SC poorly graded sand with clay. "gravelly"to group name. E Cu = Deo/Dio Cc = (D,,)2 N PI >_ 4 and plots on or above"A"line. °PI < 4 or plots below"A"line. Duo x D. P PI plots on or above"A"line. F If soil contains >_ 15% sand, add"with sand"to group name. Q PI plots below"A"line. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. 60 I I I I For classification of fine-grained soils and fine-grained fraction 50 of coarse-grained soils �(�0,' e *V/ eV�P Equation of"A"-line +J, IA*. P. Horizontal at P1=4 to LL=25.5. , ' ix 40 — then PI=0.73(LL-20) , ' `O'' Equation of"U"-lineLI �o z Vertical at LL=16 to PI=7, ,'' G >- 30 — then PI=0.9(LL-8) / U . O� U) 20 / o Go MHorOH 0_ 10 // 4 -- ML or OL 0 I I 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT(LL) Facilities I Environmental I Geotechnical I Materials Geotechnical Engineering Report Dollar General Dunn I Dunn, North Carolina lirerracon November 16, 2023 I Terracon Project No. 70235209 Subcontracted Report Contents: Seasonal-High-Water Table and Infiltration Testing Report Facilities I Environmental I Geotechnical I Materials PIEDMONT 1:11° ENVIRONMENTAL ASSOCIATES , P . A . 11/03/2023 Project#4908 Terracon(Raleigh Office) c/o: Taylor Dowell 2401 Brentwood Road Suite 107 Raleigh,NC 27604 This report details the findings of a seasonally high-water table evaluation and soil conductivity test at Longbranch Road and Highway 301., Dunn,NC. Your office gave the location of the proposed storm water control measure. R. Edwin Stott, Licensed Soil Scientist#1229, conducted the evaluation in November 2023. The results were as follows: Seasonally High-Water Table Soil Borings Soil borings were conducted at the locations specified on the attached map, and the depth to the seasonally high-water table (SHWT)was determined by observing soil indicators, also known as redoximorphic features. Soil boring locations are shown on the attached map. At the coordinates given to conduct the investigation, the surface of the site was a mixture of sand and gravel from 29 inches at H1 to 35 inches at H2. The original soil surface was encountered at that depth noted by a buried A horizon. Redoximorphic features where present in the buried A horizon and continued until the borings were terminated. The original soil underneath the gravel and sand material is compacted and anaerobic. The native elevation in this area was approximately 180'. Boring ID SHWT Depth (inches) SHWT Elevation (feet) H1 29 177.6 H2 35 177.1 Infiltration Testing Infiltration tests were also conducted within the proposed SCM. Saturated hydraulic conductivity (ksat)testing was utilized to predict infiltration. This test was conducted approximately 26 inches below ground surface at H1 and at approximately 29 inches below ground surface at H2. Due to the compaction and anaerobic conditions discovered immediately below this surface material, the Earth Manual Solution was used to account for the shallow depth to soil wetness conditions. Assume little to no permeability below the depths shown above. The fill material had a very rapid infiltration. The constant head well permeameter technique (also known as shallow well pump-in technique and borehole permeameter method) was utilized to complete the ksat tests. 216 S. Swing Rd., Suite 1 Greensboro, NC 27409 336-662-5487 1 of 5 This procedure is described in Methods of Soil Analysis, Part 1., Chapter 29—Hydraulic Conductivity of Saturated Soils: Field Methods, 29 —3.2 Shallow Well Pump In Method, pp. 758-763 and in the Soil Science Society of America Journal, Vol. 53, no. 5, Sept.— Oct. 1989, "A Constant-head Permeameter for Measuring Saturated Hydraulic Conductivity of the Vadose Zone" and"Comparison of the Glover Solution with the Simultaneous—Equations Approach for Measuring Hydraulic Conductivity." A volume of water was applied and measured with time until a steady state of water flow was achieved. This volume/time with steady state was used to calculate the saturated hydraulic conductivity of the subsoil by the Glover equation and other equations. The ksat rate calculated for this test is given below: Longbranch Rd. & Highway 301, Terracon, Proposed Storm water Device Testing Ksat Data Site Soil Horizon Depth (") Ksat (in/hr.) Surface fill Test 1 material 26 25.54 Surface fill Test 2 material 29 19.10 Geometric Mean Ksat: Piedmont Environmental Associates, PA is pleased to perform this work for you. If you have any questions,please feel free to call 336-344-4008. Sincerely, \ 0SOILgC4, 9 g229r` xifitc R. Edwin Stott N.C. Licensed Soil Scientist#1229 2 of 5 PIEDMONT ip ASSOCIATES , P . A . Boring and Ksat Location-Longbranch Road and 301 216 S. Swing Rd. Suite 1 Greensboro, NC 27409 Job#4908 ENVIRONMENTAL Date: 11/13/2023 Client: Terracon piedmontsoil.com County: Harnett MAP NOT VALID WITHOUT REPORT ./8 N •\.9)1- A INIlk W yi E k. , , : 7 , ! %, ' .' 'Ilt " • ; •- •,r,_ iktirom, 44.4t. . i )11114Ik AW •, II ' . . i•,••1"v• S •• fA' oit'sigi9S A , ...„ ).. ..,, ,. , 1-, 0. AB0 . 4" , ,4-1,?•,.. Ai, , ,_ • -, , A - 1 , le . , ,- •#.;, ,a , t i5 -1' ''' : dt•. ;•,- ' -. 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' 0 25 50 100 150 200 .4. • US Feet ikillitiim „Ikss , 21_05 3 of 5 (a) SOILMOISTURE Soilmoisture Ksat Calculator Parameters Scenario Soil Surface Q:Steady Flow Rate(ml/min): 896.6666667 _ = r:Borehole Radius(cm): 5 h:Water head Height(cm): 7.5 H:Depth of Borehole(cm): 66.04 H Water Head Water Temp(D: 26.7 I s h S:Water Table Depth(cm): 76.2 Borehole Bottom L Elrick and Reynolds Soil Type Description (m/s) (cm/hour) (gpd/ft2) Water Table I.Compacted,Structure-less,clayey or silty materials Ksat I: 2.22E-05 7.981288 47.18003 ill II.Soils which are both fine textured(clayey or silty) Ksat II: 7.39E-05 26.58734 157.1665 H = borehole depth, r = borehole radius, h = constant III.Most structured soils from clays through loans;a Ksat Ill: 1.38E-04 49.85917 294.734 water head height in borehole,s = water table depth IV.Coarse and gravely sands;may also include some Ksat IV: 2.05E-04 73.90252 436.8622 and L = the vertical distance between constant water head and water table / impervious layer. Radcliffe (new) (m/s) (cm/hour) (gpd/ft2) I.Compacted,Structure-less,clayey or silty materials Ksat I: 2.09E-05 7.510412 44.39652 II.Soils which are both fine textured(clayey or silty) Ksat II: 6.73E-05 24.22911 143.2263 III.Most structured soils from clays through loans;a Ksat III: 1.38E-04 49.69374 293.7561 IV.Coarse and gravely sands;may also include some Ksat IV: 2.06E-04 74.29092 439.1582 Glover (m/s) (cm/hour) (gpd/ft2) Ksat: J.4M 593.5332 Earth Manual Water Table Condition (m/s) (cm/hour) (gpd/ft2) a.Deep Water Table (L/h)> 3 Ksat-a: #VALUE! b.Shallow Water Table 1<= (L/h)<= 3 Ksat-b: 1.8E-04 383.4398 c.Very Shallow water Table (L/h)<1 Ksat-c: #VALUE! 4 of 5 (a) SOILMOISTURE Soilmoisture Ksat Calculator Parameters Scenario Soil Surface Q:Steady Flow Rate(ml/min): 433.3333333 _ = r:Borehole Radius(cm): 5 h:Water head Height(cm): 7.5 H:Depth of Borehole(cm): 73.66 H Water Head Water Temp©: 26.7 I s h S:Water Table Depth(cm): 91.44 Borehole Bottom L Elrick and Reynolds Soil Type Description (m/s) (cm/hour) (gpd/ft2) Water Table I.Compacted,Structure-less,clayey or silty materials Ksat I: 1.07E-05 3.857128 22.80076 ill II.Soils which are both fine textured(clayey or silty) Ksat II: 3.57E-05 12.8489 75.95408 H = borehole depth, r = borehole radius, h = constant III.Most structured soils from clays through loans;a Ksat Ill: 6.69E-05 24.09551 142.4365 water head height in borehole,s = water table depth IV.Coarse and gravely sands;may also include some Ksat IV: 9.92E-05 35.71497 211.123 and L = the vertical distance between constant water head and water table / impervious layer. Radcliffe (new) (m/s) (cm/hour) (gpd/ft2) I.Compacted,Structure-less,clayey or silty materials Ksat I: 1.01E-05 3.629567 21.45557 II.Soils which are both fine textured(clayey or silty) Ksat II: 3.25E-05 11.70924 69.21716 III.Most structured soils from clays through loans;a Ksat III: 6.67E-05 24.01556 141.9639 IV.Coarse and gravely sands;may also include some Ksat IV: 9.97E-05 35.90268 212.2326 Glover (m/s) (cm/hour) (gpd/ft2) Ksat: 1.3E-04 L4£ Earth Manual Water Table Condition (m/s) (cm/hour) (gpd/ft2) a.Deep Water Table (L/h)> 3 Ksat-a: 1.3E-04 286.8376 b.Shallow Water Table 1<= (L/h)<= 3 Ksat-b: #VALUE! c.Very Shallow water Table (L/h)<1 Ksat-c: #VALUE! 5 of 5 A.7 PROPERTY DEED Dollar General - Dunn Dunn, North Carolina 10 FOR REGISTRATION REGISTER OF DEEDS KIMBERLY SHARNET HARGRO 2002 SEPT11 04 COUNTY e:49 PM BK:1662 PG:482-490 FEE:$35.00 INSTRUMENT # 2002016260 U trf S REVENUE—0- , THIS INSTRUMENT PREPARED BY WILEY I POPE,ATTORNEY POST OFFICE BOX 928,DUNN,NORTH CAROLINA 28335 STATE OF NORTH CAROLINA COUNTY OF HARNETT WARRANTY DEED THIS DEED,made this 29th day of August,2002,by and between E. C.Edgerton, Jr., and wife, Norma T. Edgerton and E. C. Edgerton, III, Single, Post Office Box 70, Godwin, North Carolina 28344,hereinafter referred to as Grantor, and E. C. Edgerton, Jr.,LLC, a North Carolina Limited Liability Company,Post Office Box 398, Dunn,North Carolina 28335,hereinafter referred to as Grantee; WITNESSETH: That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in Harnett County, North Carolina and more particularly described as follows: TRACT ONE: Parcel #0215050131: BEGINNING at the intersection of the East margin of U.S. Highway No 301, with the center of State Highway #1002 and runs thence along the State Road #1002 South 52 degrees 40 minutes East 300 feet and South 51 degrees 15 minutes East 153.15 feet to a corner in said road; thence North 45 degrees 40 minutes West 285.95 feet to a corner; thence North 31 degrees 16 minutes West 129 feet to a corner;thence North 52 degrees 49 minutes West 447 38 feet to a the East margin of U S. Highway No. 301 to the BEGINNING,containing 3.75 acres, more or less. This is the same land as described in that deed from John Registry. TRACT TWO: (Parcel #0215150018:) BEGINNING at a stake near the center of Rural Paved Road #1002, which stake is located South 52 degrees 40 minutes East 300 feet, South 51 degrees 14 minutes East 153.15 feet and South 51 degrees 15 minutes East 170.85 feet from a point where the center of Rural Paved Road #1002 intersects with the East margin of U. S. Highway#301, and runs thence as the center of Rural Paved Road #1791 North 45 degrees 38 minutes East 226.0 feet to a pin in the center of said Rural Paved Road #1791; thence North 31 degrees 16 minutes West 174.45 feet to a stake;thence South 45 degrees 40 minutes West 285.95 feet to a pin located to the North of the centerline of Rural Paved Road#1002;thence with said Rural Paved Road #1002 South 51 degrees 15 minutes East 170.85 feet to the BEGINNING, containing approximately 1.0 acre, more or less, and being a part of the land described in deed from Jessie A. Warren, Widow to J. H. Tart and wife, Elizabeth Tart, dated February 14, 1945, and which is recorded in Book 295, Page 34, Office of the Register of Deeds, Harnett County, North Carolina. This is the same property acquired by Ronald Lee Radcliffe by that deed appearing in Book 646,Page 85,Harnett County Registry. The property heremabove described was acquired by Grantor by instrument recorded in Book 850,Page 756,Harnett County Registry. TRACT THREE: Being all of the Grantors' three-quarters (3/4) undivided interest in the following parcels: Parcel A: (Parcel #0215050123:) BEGINNING at a stake in the intersection of the Western edge of the State concrete highway leading from Dunn to Fayetteville with the Northern edge of that road that runs by the house formerly occupied by Dr. R. L. Warren, in a Western direction toward Gainey's Bridge and runs along said road North 50 West 325 feet to a stake in said road; thence continuing along said road North 27 % West 908 feet to a stake in the Eastern edge of the old State Highway leading from Dunn to Fayetteville; thence along the said old State Highway North 56 West 841 feet to a stake in the Eastern margin of the said old State Highway near a tenant house;thence South 19 %East 891 feet to a stake in the Western edge of said State concrete highway leading from Dunn to Fayetteville; thence along the Western edge of said State Highway South 25 West 680 feet to the BEGINNING, containing 17.52 acres and being Lot No. One of the Dr. R. L. Warren Farm as surveyed and platted by E W. Carr. PARCEL B: (Parcel#0215050123 02) BEGINNING at a stake in the intersection of the Eastern edge of the State concrete highway leading from Dunn to Fayetteville with the Northern edge of that road that runs by the house formerly occupied by Dr. R. L. Warren in a Western direction toward Gainey's Bridge and runs along said road South 52 East 625 feet to a stake in the Western edge of that road that runs by Joe C. Ammons' house towards Dunn; thence along the said road North 44 3/a East 1000 feet to a stake in said road; thence North 57 West 977 feet to a stake in the Eastern edge of the said State concrete highway, thence along the Eastern edge of the said State concrete highway South 25 West 976 feet to the BEGINNING, containing 17.32 acres and being Lot No. 3 of the Dr. R L. Warren Farm as cnrvpvprl and nlatteri by F. W Carr the Eastern edge of said State concrete highway South 25 West 1000 feet to the BEGINNING, containing 17.09 acres, and being Lot No. 4 of Dr. R. L. Warren Farm as surveyed and platted by E. W. Carr. PARCEL D: (Parcel #0215050123 05) BEGINNING at a stake in the Eastern edge of the State concrete highway that leads from Dunn to Fayetteville, said stake being the corner of Lot Numbers 4 and 5 of the Dr. R. L. Warren lands, and runs along the line of Lot No. 4 South 30 East 1361 feet to a stake in the Western edge of that road that runs by Joe C. Ammons' house towards Dunn;thence along said road North 44 East 1169 feet to a stake in said road; thence North 44 '/z West 201 feet to a stake; thence North 45 '/2 East 105 feet to a stake; thence North 45 V2 West 567 feet to a stake; thence South 47 %2 West 369 feet to a stake; thence South 49 West 450 feet to a stake; thence North 30 West 562 feet to a stake in the Eastern margin of the said State concrete highway; thence South 25 West 300 feet to the BEGINNING, containing 24.16 acres, and being Lot No. 5 of the Dr. R. L. Warren Farm,as surveyed and platted by E. W. Carr. PARCEL E: (Parcel #0215050123 03) BEGINNING at a stake in the Western edge of Highway No. 22, said stake being the Southeastern corner of that lot containing 2.33 acres conveyed by R. L. Godwin, J. C. Clifford and J. H. Cook, Commissioners to M. M. Jernigan and runs along the line of the same North 34 West 375 feet to a stake in the old highway;thence along said old highway South 45 East 825 feet to a corner of Lot No. 1 of the R. L. Warren property as surveyed by D. L. Farmer, said corner being an oak post near a tenant house; thence along the line of Lot No. 1 South 19 Y4 East 891 feet to a stake in the Western edge of the highway No. 22 North 25 East 1225 feet to the BEGINNING, containing 12.11 acres,and being known as the "Homestead Tract of Dr. R. L. Warren",as shown on the map of the subdivision of the R. L. Warren property made by D L. Farmer, Surveyor, on October 13, 1927 for J. C. Clifford , R. L. Godwin, and J. H. Cook, Commissioners,to which map reference is hereby made for a better description. The above described five (5)parcels of land are the same five tracts described in the deeds from R. L Godwin, Jr., J. C. Clifford and John H. Cook, Commissioners, under decree of the District Court of the U. S. for the Eastern District of North Carolina,to Jessie A.Warren. This is the same land described m Deed recorded in Book 229, Page 91, Harnett County Registry. THERE IS EXCEPTED from the foregoing tracts of land those lots heretofore conveyed by Mrs. Jessie A. Warren to various grantees which lots are described in deeds recorded in the Books and on the Pages of the Harnett County Registry as follows: Book 295, Page 324; Book 448, Page 118; Book 392, Page 221; Book 407,Page 80; Book 407, Page 368,Book 415,Page 370;and Book 366,Page 640. The property hereinabove described was acquired by Grantors by instrument recorded in Book 667 at Page 158,Harnett County Registry. For further reference see Deed recorded in Book 1017, Page 391, Harnett County Registry. TRACT FOUR: This is also the same property described in Deed of C F. Lucas, Commissioner, dated December 15, 1945, to R. H. Duncan and R. F. Duncan, recorded in Book 291, Page 131, records of Harnett County,North Carolina. See also deed from R. A. Duncan, Sr., and wife, to R. A. Duncan, Jr., recorded in Book 617, Page 49, Harnett County Registry. Royce A. Duncan was devised the subject property by and through the Last Will and Testament of R. A.Duncan. See Estate File 75-E-96, Office of the Clerk of Superior Court of Harnett County. Mattie A. Duncan, one of the Grantors herein received a life estate in the subject property and Sandra D. Debose, another Grantor herein received the remainder interest in fee and m and to the subject property, both under and by virtue of the Last Will and Testament of Royce A. Duncan. See Estate File 82-E-90,Office of the Clerk of Superior Court of Harnett County. The property hereinabove described was acquired by Grantor by instrument recorded in Book 788,Page 304,Harnett County Registry. TRACT FIVE: (Parcel#0215161137 0003 Parcel A: BEGINNING at the intersection of the East margin of South Clinton Avenue with the South margin of East Godwin Street and runs thence in a Southerly direction with the East margin of South Clinton Avenue 18 feet to the Grace Matthews lot purchased by E. C.Edgerton and wife,Milo H.Edgerton;thence in an Easterly direction with the line of the Grace Matthews lot and parallel with East Godwin Street 95 feet; thence in a Northerly direction and parallel with South Clinton Avenue to the South margin of East Godwin Street; thence in a Westerly direction with the South margin of East Godwin Street 95 feet to the BEGINNING, and being all of that part of that certain lot conveyed by J. G. Layton and wife to the Town of Dunn by deed dated April 9, 1930, and recorded in Book 235, Page 322, Office of the Register of Deeds for Harnett County, which lies between East Godwin Street and the Grace Matthews lot purchased by E. C. Edgerton and wife, Milo H Edgerton. Parcel B: BEGINNING at a point in the East margin of South Clinton Avenue, a corner of the lot now owned by E. C Edgerton and wife, Milo H. Edgerton, conveyed to them by L. B. Prince and wife, and runs thence with a line of said lot in an Easterly direction and parallel with East Godwin Street 95 feet; thence in a Northerly direction and parallel with South Clinton Avenue 72 '/2 feet; thence in a Westerly direction and parallel with East Godwin Street 95 feet to the East margin of South Clinton Avenue; thence in a Southerly direction with the East margin of South Clinton Avenue 72 %2 feet to the BEGINNING. See Deed recorded in Book 258, Page 615, Office of the Register of Deeds of Harnett County, and also Deed from O. B. Tew and wife, Cornelia Tew to(Miss) Grace Matthews dated December 8, 1945. Parcel C: BEGINNING at the point of intersection in the Eastern margin of South Clinton Avenue at a distance of seventy-five (75) feet North of the intersection of the Eastern margin of South Clinton Avenue and the Northern margin of Duke Street, and runs thence from said beginning point in an Easterly direction parallel to Duke Street a distance of ninety-five (95) feet to a point, corner; thence in a Northerly direction and parallel to South Clinton Avenue a distance of 68 feet, corner; thence in a Westerly direction and parallel with East Duke Street, a distance TRACT SIX: PARCEL ONE: (Parcel ID #:02 151611310003) A lot in the Town of Dunn, BEGINNING at the intersection of the South line of Canary Street and the East line of South Clinton Avenue, and runs with said line of Clinton Avenue in a Southwardly 222 V2 feet to R. G. Taylor, Jr.'s corner; thence Eastwardly parallel with Canary Street with R. G. Taylor, Jr.'s line 130 feet to Taylor's corner; thence Northwardly parallel with South Clinton Avenue with J. F. Cannady's line 72 V2 feet, Cannady's corner;thence Eastwardly with Cannady's line parallel with Canary Street 20 feet to the Barrington and Cannady corner, now W R. West's corner; thence Northwardly parallel with Clinton Avenue 150 feet to the South line of Canary Street; thence Westwardly with said line of Canary Street 150 feet to the BEGINNING, and being the same land described and intended to be described in a deed of N. A. Townsend, Trustee, to Minnie M. Warren, registered in Book 198, Page 190, and being the same land conveyed in a deed of E. B. Warren and Minnie M. Warren to J. C. Clifford, Trustee, registered in Book 124, Page 61, in the Office of the Register of Deeds of Harnett County, the same being referred to in Article X with its several subsections in the Bill m Equity filed in the proceedings in the District Court of the United States above referred to The foregoing described lot of land is the identical lot of land conveyed by A. D. Burrowes, Receiver of the First National Bank of Dunn, North Carolina, to Lizzie Chance by Deed dated December 15, 1931, which said deed is recorded in Book 236 at Page 537,Office of the Register of Deeds for Harnett County. The property hereinabove described was acquired by Grantor by instrument recorded in Book 820,Page 582, Harnett County Registry. PARCEL TWO: (Parcel ID #: 0215161137 0007) BEGINNING at a stake in the Northern margin of Newberry (now Duke) Street, which stake is 150 feet in a Western direction from the intersection of the Western margin of South Magnolia Avenue and the Northern margin of Newberry (now Duke) Street in the Town of Dunn, and runs along the Northern margin of Newberry (now Duke) Street in a Western direction of 55 feet to a stake; thence in a Northern direction and parallel with Magnolia Avenue 140 feet to a stake; thence in an Eastern direction and parallel with Newberry (now Duke) Street 55 feet to a stake; thence in a Southern direction and parallel with Magnolia Avenue 140 feet to the BEGINNING, and being the Southwestern corner of that lot of land described in that deed to W. R. West from P. T. Massengill and wife, dated March 10, 1911, and recorded in the Office of the Register of Deeds of Harnett County in Book 177 at Page 139, and being the same land described in Deed from W. R. West and wife, Effie J West to George F. Pope dated July 20, 1949, and recorded in Book 319, Page 165, Office of the Register of Deeds of Harnett County. This is the same land described in Deed from Margaret Pope McKay to George Pope McKay dated July 23, 1957 and recorded in Book 376, Page 385, Harnett County Registry. The property hereinabove described was acquired by Grantor by instrument recorded in Book 750,Page 362,Harnett County Registry. conveyed to L. B. Prince and wife, Sarah Elizabeth Prince by deed dated January 18, 1944, and recorded in Book 289, Page 482, Office of the Register of Deeds of Harnett County and the above description is according to a survey of said lot made by W. J. Lambert, Surveyor, on December 8, 1944. This is the same land described in deed recorded in Book 292, Page 512, Harnett County Registry. There is excepted from the foregoing tract one lot heretofore conveyed to Russell Dorman and one lot conveyed to Emmett C. Edgerton,Jr. PARCEL FOUR: (Parcel ID#: 0215150192) Being a part of the Jessie A. Warren land lying and being about one mile South of the city limits of the City of Dunn, said lot being designated as the lot surveyed on September 2, 1961, of the Jessie A. Warren land as shown on that plat made by Carl H. Walker, Jr., Registered Engineer, on September 2, 1961, which plat is recorded in Map Book 9, Page 128, Harnett County Registry, said lot being further described as follows: BEGINNING at a stake in the Northern margin of the Ammons Road which stake is South 44 degrees West 413.9 feet from the Northeast corner of the Mrs. R. L. Warren property described in that deed recorded in Book 229, Page 91, Harnett County Registry, and runs thence North 46 degrees West 210 feet to a stake; thence South 44 degrees West 105 feet to a stake;thence South 46 degrees East 210 feet to a stake in the Northern margin of the Ammons Road, thence along the Northern margin of Ammons Road North 44 degrees East 105 feet to the BEGINNING, and being a lot 105 feet by 210 feet, and containing one-half acre, more or less. This is the same land described in that deed dated March 11, 1969 from Lester C. Phillips to Lester C. Phillips and wife, Wumifred N. Phillips, and the same land described in deed recorded in Book 643,Page 7, Harnett County Registry. For further reference to the property hereinabove described see Book 763,Page 953, Harnett County Registry. PARCEL FIVE: (Parcel #ID#02-15161137 004) BEGINNING at a stake in the Eastern margin of South Clinton Avenue which stake is 75 feet in a Northerly direction from the North margin of East Duke Street, Russell B. Dorman's corner, and runs m an Easterly direction with Russell B. Dorman's line and parallel with East Duke Street 95 feet to a stake;thence in a Northerly direction and parallel with South Clinton Avenue 110 feet to a stake; thence in a Westerly direction and parallel with East Duke Street 95 feet to a stake in the Eastern margin of South Clinton Avenue; thence with the Eastern margin of South Clinton Avenue in a Southerly direction 110 feet to the BEGINNING corner, and being one lot facing West 110 feet on South Clinton Avenue. This is part of the same lot described in deed of L. B Prince and wife, Sarah Elizabeth Prince to E. C. Edgerton and wife, Milo H. Edgerton, dated December 11, 1944, and recorded in Book 292 at Page 512, records of Harnett County, North Carolina. The property hereinabove described was acquired by Grantor by instrument recorded in Book 551,Page 138,Harnett County Registry. PARCEL SIX : (Parcel ID #02 1515 0019 09) Being all of Tract 8, containing 5.00 acres, more or less, of Edgerton Industrial Park as recorded in Map No. 2002- 721, Harnett County Registry,to which plat reference is hereby made for a more full and cmmnlete rdeserintinn of cairl nrnnprty by metes and hnirnrdc PARCEL NINE: (Parcel ID #02 1515 0019 04) Being all of Tract 3, containing 5.00 acres, more or less, of Edgerton Industrial Park, as recorded in Plat Cabinet F, Slide 407-D, Harnett County Registry,to which plat reference is hereby made for a more full and complete description of said property by metes and bounds. PARCEL TEN: (Parcel ID #02 1515 0019 05) Being all of Tract 4, containing 5.00 acres, more or less, of Edgerton Industrial Park, as recorded in Plat Cabinet F, Page 407-D, Harnett County Registry, to which plat reference is hereby made for a more full and complete description of said property by metes and bounds. PARCEL ELEVEN: (Parcel ID #02 1515 0019 06) Being all of Tract 5, containing 7.59 acres, more or less, of Edgerton Industrial Park, as recorded in Plat Cabinet F, Page 407-D, Hamett County Registry, to which plat reference is hereby made for a more full and complete description of said property by metes and bounds. The property hereinabove described was acquired by Grantor by Deed recorded in Book 1016,Page 154,Harnett County Registry TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereunto belonging to the Grantee in fee simple. And the Grantor covenants with the Grantee that Grantor is seized of the premises in fee simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated. Title to the property hereinabove described is subject to the following exceptions: Easements,restrictions and rights-of-way of record. The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors and assigns, and shall include singular,plural,masculine, feminine or neuter as required by context. IN WITNESS WHEREOF, the Grantors have hereunto set their hands and seals, the day and year first above wntten. l A (SEAL) E. C. Edgerton, �� ) (SEAL) No T.Edgerton izto (SEAL) E. C. Edg on,III • STATE OF NORTH CAROLINA COUNTY OF HARNETT I, , a Notary Public, do hereby certify that E. C. Edgerton, Jr., an wife,N T. Edgerton and E. C. Edgerton,III,personally appeared before me this day and acknowledged the execution of the foregoing instrument. WITNESS my hand and notarial seal this 29th day of August,2002. , yg41111!!1//// (Notary 40,..14.7P..4/;'',,, �O-cp,RY •. s • NOT Y P IC * " MY COMMISSION EXPIRES: `9.0V ,�. : ON C 0� -'=4ET7 COEj'�`� wroorr 7' tlr~ I 4' i Ail 11 ti ;lit • �► 54‘ r. R TN c pao‘- KIMBERLY S. HARGROVE REGISTER OF DEEDS, HARNETT COURTHOUSE P.O BOX 279 LILLINGTON, NC 27546 Filed For Registration: 09/11/2002 04:29:49 PM Book: RE 1662 Page: 482-490 Document No.: 2002016260 DEED 9 PGS $35.00 Recorder: TRACY B TAYLOR State of North Carolina, County of Harnett The foregoing certificate of CAROLYN J. STONE Notary is certified to be correct. This 11TH of September 2002 KIMBER . HARGROVE , R S ER OF DEEDS By: — ? l � 1v Deputy/ stant Regist r o Deeds * 200201 6260 * 2002016260 A.8 USGS Topographic Map Dollar General - Dunn Dunn, North Carolina 11 2 USGU.S.DEPARTMENT OF THE INTERIOR Ink The National Map 7.5-MINUTE TOPO QUADRANGLE Ju U.S.GEOLOGICAL SURVEY ��OnDemand TOpo Custom Extent science for a changing world 7.5-MINUTE TOPO -78.6882' -78.5632° 35.3397' 711°0n'^E 12 13 14 15 16 17 18 19 20 21 35.3397° Atilibi 1 3913..N e ♦® Q SLCNO J d� II � t ,a�� _ elm�' Sg' 13 �m � ��`Qa G�" p 9rng. 8 if d ©¢W h, Ls 8Gage 0 eRN aft?, d • • 12 {yps� I VOW RR ROW 0141, ili II ... py 11 ¢ B m°m9o4allk 41 Qe`�F t3 - e '-1, fth �' • ¢3°® 8 se °"� 4% "°� ..... g - Nrs808007 11 �q 1 oxicmm g ■ s © b o°>Eb®d ®�e,y�p � ,m 1110 \ t on Q 6a NF`•py �e 3" 6QGNSOa vNE� -- . 10 2� -e � _ pp� ,gyp P' \ 7l I 6 A.1 a. e' _— \ . 1� H e �P' P' �� Q r 10 d ' OtteaGene © z .p 0. U MUG 9 . �°j�® IIF33UiZ:4Am CY ©° © P' ©�. rO P G`1 L. $ \ S © © . °Oa. 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Qoo� GQIU )r 1 ') 7QV g $, — — g A QV 35.2148° 11 12 13 14 15 16 17 18 19 20 7218000E -78.6882° -78.5632°35.2148° ROAD CLASSIFICATION Expressway Local Connector Produced by the United States Geological Survey SCALE 1:24 000 Secondary Hwy Local Road 83(NAD83) World Geodetic System of 1984(WG584).Projection and I 0.5 0 KILOMETERS 1 2 Ramp 4WD 1000 er grid:Universal Transverse Mercator,Zone ITS Data i5 provided by The National Map(TNM),is the best available at the time of map 1000 5. 0 M TERS 1000 2000 •Interstate Route 0 US Route O State Route generation,and includes data content from supporting themes of Elevation, su MILS 1 0.5 QUADRANGLE LOCATION Hydrography,Geographic Names,Boundaries,Transportation,Structures,land Cover, 24118 MILES and Orthoimagery.Refer to associated Federal Geographic Datn Committee(FGDC) 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 Metadata for additional source data information. .x-r—— FEET Emn Duin This map is not a legal document.Boundaries may be generalized far this map scale. UTM GRID ANO POI MAGNETIC NORTH Private lands within government reservations may not be shown.Obtain permission DECLINATION AT CENTER OF SHEET before entering private lands.Temporal changes may have occurred since these data CONTOUR INTERVAL 10 FEET were collected and same data may no longer represent actual surface conditions. NORTH AMERICAN VERTICAL DATUM OF 1988 CONTOUR SMOOTHNESS=Medium Learn About The National Map:Wm://nationalmap.gov ,aa,aoo.oy in — 7.5-MINUTE TOPO, NC 00 wade aA au 2024 a ADJOINING QUADRANGLES